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RAVALLI COUNTY AIRPORT IMPROVEMENTSContract Documents & Specifications

AIP 3-30-0037-019-2020 & 3-30-0037-020-2020Prepared for:Ravalli County, MT in cooperation with the Federal Aviation Administrationand the Montana Aeronautics Division

may, 2020

set number _____Prepared by:Robert Peccia & AssociatesHelena | Kalispell | Bozeman, MT

APR

Intentionally Left Blank

TABLE OF CONTENTS PAGE 1

Ravalli County Airport Improvements Project Contract Documents & Specifications A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

TABLE OF CONTENTS

PART I INFORMATION FOR BIDDERS Advertisement for Bids Information for Bidders Bidders Checklist Construction Safety and Phasing Plan (CSPP)

PART II BIDDING DOCUMENTS Proposal Bid Bond

PART III GENERAL PROVISIONS Section 10 Definition of Terms Section 20 Proposal Requirements and Conditions Section 30 Award and Execution of Contract Section 40 Scope of Work Section 50 Control of Work Section 60 Control of Materials Section 70 Legal Regulations and Responsibility to Public Section 80 Execution and Progress Section 90 Measurement and Payment

PART IV TECHNICAL SPECIFICATIONS C-100 Contractor Quality Control Program (CQCP) C-102 Temporary Air and Water Pollution, Soil

Erosion, and Siltation Control C-105 Mobilization C-110 Method of Estimating Percentage of Material

Within Limits (PWL)

D-701 Pipe for Storm Drains and Culverts D-705 Pipe Underdrains for Airports D-751 Manholes, Catch Basins, Inlets, and Inspection

Holes

F-161 Wire Fence with Steel Posts F-164 Wildlife Exclusion Fence

L-107 Airport Wind Cones L-108 Underground Power Cable for Airports L-109 Airport Transformer Vault and Vault

Equipment L-110 Airport Underground Duct Banks and Conduits L-115 Electrical Manholes and Junction Structures L-125 Installation of Airport Lighting Systems

P-101 Preparation/Removal of Existing Pavements P-151 Clearing and Grubbing

P-152 Excavation, Subgrade, and Embankment P-154 Subbase Course P-208 Aggregate Base Course P-401 Asphalt Mix Pavement P-602 Emulsified Asphalt Prime Coat P-603 Emulsified Asphalt Tack Coat P-605 Joint Sealant for Pavements P-608 Emulsified Asphalt Seal Coat P-610 Concrete for Miscellaneous Structures P-620 Runway and Taxiway Painting P-630 Refined Coal Tar Emulsion Without Additives,

Slurry Seal Surface Treatment P-669 Geotextile Fabrics P-670 Geosynthetic Geogrid

T-901 Seeding T-905 Topsoil T-908 Mulching

MPWSS 02221 Trench Excavation and Backfill MPWSS 02515 Portland Cement Concrete Pavement MPWSS 03210 Reinforcing Steel MPWSS 03310 Structural Concrete PART V SPECIAL PROVISIONS (Listed at the front of the section)

PART VI WAGE RATE SCHEDULE

PART VII MISCELLANEOUS FORMS Contract Performance Bond Payment Bond Closeout Documents Affidavit on Behalf of the Contractor Compliance Letter Affidavit of Amounts Paid DBE Participants Consent of Surety to Final Payment

Unconditional Waiver and Release on Payment Contractor’s Certificate of Completion

Certificate of Substantial Completion

PART I INFORMATION FOR BIDDERS Advertisement for Bids Information for Bidders Bidder’s Checklist Construction Safety and Phasing Plan (CSPP)

ADVERTISEMENT PAGE 1

ADVERTISEMENT FOR BIDS RAVALLI COUNTY AIRPORT IMPROVEMENTS

RAVALLI COUNTY, MONTANA A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

Separate sealed bids will be received by Ravalli County, Montana until 1:30 p.m., local time, June 17, 2020. All bids will be received, publicly opened, and read aloud at the Ravalli County Commissioners Office, 215 South Fourth, 3rd Floor, Ravalli County Commissioners Conference Room, Hamilton, Montana 59840-2853, for the Ravalli County Airport Improvements Project to include the following:

o Construct Runway 17-35; o Rehabilitate / Construct Taxiways & Taxilanes; o Rehabilitate Aprons & Construct Apron Expansion; o Pavement Maintenance; o Drainage Improvements; o Install Medium Intensity Runway and Taxiway Lighting; o Install Precision Approach Path Indicators; o Install L-807 Lighting Windcone and Segmented Circle; o Construct / Install Electrical Enclosure & Equipment; o Construct Hangar Access Road and Parking Area; o Construct / Install Wildlife Exclusion Fence; and o Obstruction Removal.

This work is to include all tools, equipment, materials, and labor to complete this project. Ravalli County, Montana, in accordance with the provisions of Title VI of the Civil Rights Act of 1964 (78 Stat. 252, 42 USC §§ 2000d to 2000d-4) and the Regulations, hereby notifies all bidders or offerors that it will affirmatively ensure that any contract entered into pursuant to this advertisement, disadvantaged business enterprises will be afforded full and fair opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, or national origin in consideration for an award. The requirements of 49 CFR part 26 apply to this contract. It is the policy of Ravalli County, Montana to practice nondiscrimination based on race, color, sex, or national origin in the award or performance of this contract. The Owner encourages participation by all firms qualifying under this solicitation regardless of business size or ownership. All contracts and subcontracts that result from this solicitation incorporate by reference the provisions of 29 CFR part 201, the Federal Fair Labor Standards Act (FLSA), with the same force and effect as if given in full text. The FLSA sets minimum wage, overtime pay, recordkeeping, and child labor standards for full and part-time workers. The Contractor has full responsibility to monitor compliance to the referenced statute or regulation. The Contractor must address any claims or disputes that arise from this requirement directly with the U.S. Department of Labor – Wage and Hour Division. This project is subject to the Federal provisions for Buy American Preference, Foreign Trade Restriction, Davis Bacon, Affirmative Action, Occupational Safety and Health Act of 1970, Certification of Offeror/ Bidder Regarding Debarment, and Government-wide Requirements for Drug-free Workplace, which are incorporated by reference. Failure to comply with the terms of these contract provisions may be sufficient grounds to: 1.) Withhold progress payments or final payment, 2.) Terminate the contract, 3.) Seek suspension/debarment, or 4.) Any other action determined to be appropriate by the Sponsor or the FAA.

ADVERTISEMENT

Bids will be received on a price basis as described in the Contract Documents. Bid security in the amount of not less than ten percent (10%) of the amount of the bid, which shall be: (1) lawful money of the United States; or (2) a Cashier’s Check, Certified Check, Bank Money Order or Bank Draft, in any case drawn and issued by a federally chartered or state chartered bank insured by the federal deposit insurance corporation; or (3) a bid bond, guaranty bond, or surety bond executed by a surety corporation authorized to do business in the State of Montana. The bid security shall be made payable to the Owner and failure to enter into a formal contract will result in the Owner retaining the bid security. The successful bidder will be required to enter into a formal contract within ten (10) calendar days from the date the Notice of Award is received, to complete an insurance certification, to furnish a Performance Bond, and a Labor and Materials Payment Bond. The bonds will each be equal to 100 percent of the contract amount. The successful Bidder is required to comply with Montana’s Contractor Registration Law in accordance with Title 39, Chapter 9, MCA. Contract Documents may be inspected at many plan exchanges, and at the office of the consulting engineer, Robert Peccia & Associates, (3147 Saddle Dr. / P.O. Box 5653, Helena, MT 59604). They may be reviewed, downloaded, and printed at no cost under the “CURRENT PROJECTS BIDDING” tab at www.rpa-hln.com. All bids must be submitted in a Bidding Documents booklet, provided by the Engineer upon receipt of $25.00 (non-refundable). Alternate forms or copies of the Bidding Documents booklet will not be acceptable. The Planholders List will include only the purchasers of Bidding Documents booklets. Hard copies of the Contract Documents (including a Bidding Documents booklet) printed by the Engineer are available upon receipt of $400.00 (non-refundable) for each complete set. A pre-bid conference will be held on June 4, 2020 at 1:30 p.m. at the Ravalli County Airport. Additionally, the Engineer shall be available on June 10, 2020 from 10:00 a.m. to 3:00 p.m. at the Ravalli County Airport. No formal presentation will be made at this time; however, the Engineer will answer questions and be available for scheduled site visits. Potential Bidders are also encouraged to contact the Engineer ([email protected], [email protected] or 406-447-5000) with questions. Faxed / emailed bids will not be accepted or considered. The Owner reserves the right to reject any and all bids, to waive informalities, and to reject nonconforming, irregular, non-responsive, or conditional bids. Bids may be held by the Owner for a period not to exceed 120 days, from the date of the opening for the purpose of reviewing the bids and investigating the qualifications of the bidder prior to award of the contract. May 27, 2020 RAVALLI COUNTY By /s/ Chris Hoffman, Chairman

30--

Hamilton: Bitterroot Star (Wednesdays) Missoula: Missoulian (Wednesdays) First Publication: May 27, 2020 First Publication: May 27, 2020 Second Publication: June 3, 2020 Second Publication: June 3, 2020 Third Publication: June 10, 2020 Third Publication: June 10, 2020

Pre-Bid Conference: June 4, 2020 @ 1:30 p.m. Site Visit / Available: June 10, 2020 @ 10:00 a.m. to 3:00 p.m. Bid Opening: June 17, 2020 @ 1:30 p.m.

INFORMATION FOR BIDDERS PAGE 1

INFORMATION FOR BIDDERS

1. PROPOSALS

a. Form. Each proposal shall be made on a form prepared by the Engineer and bound separately as “Bidding Documents.” Proposals shall be submitted in a sealed envelope bearing the title of the work, the name and address of the Bidder, the schedule for which the bid is intended (if appropriate), the Bidder's contractor's license number and class, and acknowledgment of receipt of all Addenda issued.

The proposal forms are included in the Bidding Documents - neither the proposal nor any other papers bound therein or attached thereto shall be detached. Complete sets of Contract Documents (select the “Current Projects Bidding” tab at www.rpa-hln.com) shall be used in preparing the Bids. Neither the Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from downloading or printing incomplete sets of Contract Documents.

The blank spaces in the form must be filled in correctly for each item, and the Bidder must state the price (written both in words and numerals) for which he proposes to do each item of work contemplated. All proposals must be totaled and, in case of errors or discrepancies, the unit prices or lump sum prices written in words shall govern.

Each proposal must be signed in ink and display the name and address of the Bidder in the blank spaces provided and acknowledgment of receipt of all Addenda issued. If the proposal is made by a firm or partnership, the name and address of the firm or partnership shall be shown, together with the names and addresses of the members. If the proposal is made by a corporation, it must be signed in the name of such corporation by an official who is authorized to bind the Bidder.

Any bid not displaying the above-mentioned information may be rejected as irregular.

The final awards will be determined after the bid opening dependent upon the level of FAA funding and the Owner's available funding.

b. Modifications. No alteration in proposals or in the printed forms will be permitted by erasures or interlineations. Alternate proposals will not be considered unless called for. Oral proposals or modifications will not be considered. Proposals carrying riders or qualifications may be rejected as irregular.

c. Examination of Contract Documents and Visit to Site. Before submitting a proposal,

Bidders shall carefully examine the Drawings, read the Specifications and other Contract Documents, shall visit the work site, and shall fully inform themselves as to all existing conditions and limitations, and shall include in his bids as set forth on the Proposal a sum to cover the cost of all work covered by the Contract Documents.

d. Delivery of Proposals. Proposals shall be delivered by the time and to the place stipulated

in the Advertisement for Bids. It is the sole responsibility of the Bidder to see that this Proposal is received in proper time. Any Proposal received after the scheduled closing time for receipt of Proposals shall be returned to the Bidder unopened. Bids should be delivered in person or mailed in advance to:


“Ravalli County Airport Proposal” c/o Clerk & Recorders Office

215 South Fourth Street Hamilton, MT 59840

e. Withdrawal. Any Bidder may withdraw his Proposal, either personally or by telegraphic

or written request, at any time prior to the scheduled closing time for receipt of Proposals.

f. Opening. Proposals will be opened and publicly read aloud at the time and place set forth in the Advertisement for Bids.

g. Award or Rejection. The Contract will be awarded, based on Owner and FAA funding, to

the lowest qualified responsible Bidder complying with these instructions and with the Advertisement for Bids. The lowest bid shall be determined on the basis of the lowest Base Bid or lowest combination of Base Bid and Additive / Deductive Alternatives accepted in consecutive order and within the budget of the FAA and Owner.

The Owner reserves the right to reject any or all Proposals or to waive any formality or

technicality in any Proposal in the interest of the Owner. No Bidder may withdraw his Proposal for a period of 120 days after the date of the opening thereof.

2. INTERPRETATION OF DOCUMENTS

If any person contemplating submitting a Proposal is in doubt as to the true meaning of any part of the Drawings, Specifications, or other Contract Documents, or finds discrepancies in or omissions from the Drawings or Specifications, he may submit to the Engineer a written request for an interpretation or correction thereof. The person submitting the request will be responsible for its prompt delivery. Any interpretation or correction of the documents will be made only by Addendum duly issued, and a copy of the Addendum will be mailed or delivered to each person receiving a set of the Contract Documents. 3. ADDENDA

Prior to the award of the contract, all modifications to the Contract Documents will be in the form of an Addendum, and when issued, will be on file in the office of the Owner and the office of the Engineer. In addition, all Addenda will be mailed to each person holding Bidding Documents, but it shall be the Bidder's responsibility to make inquiry as to the Addenda issued. All such Addenda shall become part of the Contract and all Bidders shall be bound by such Addenda. It shall be the responsibility of the Bidder to obtain such Addenda prior to submitting his Proposal, and to indicate the receipt of each Addendum in the appropriate places on the Bid Documents and envelope. 4. MONTANA CONTRACTOR’S REGISTRATION

Pursuant to Montana Code Annotated (MCA) 39-9-201, each Contractor shall be registered with the Department of Labor and Industry. 5. MONTANA CONTRACTOR’S GROSS RECEIPTS WITHHOLDING TAX

Pursuant to MCA 15-50-205, a sum equal to one percent (1%) of the gross receipts from all public contracts in excess of $5,000 shall be withheld from all payments. A Public Contractor within the meaning of this Act shall include any individual, firm, co-partnership, association, corporation, or other group or combination acting as a unit, who submits a proposal to or enters into a contract for performing public construction work in the state with the Federal Government, State of Montana, or with any Board, Commission, or Department thereof, of which any Board of County Commissioners, City or Town Council, or with any agency thereof, or with any other public Board, Body, Commission, or Agency authorized to let or award contracts for public work. The term "Public Contractor" also includes subcontractors.

INFORMATION FOR BIDDERS PAGE 3

The Owner shall withhold, in addition to other amounts provided in the Specifications, one percent of all moneys due to the Contractor and shall transmit such moneys to the State Department of Revenue. Prime Contractors shall be responsible for withholding one percent of all moneys due to subcontractors for work performed under contracts for public work, and shall transmit such moneys to the State Department of Revenue. Additional information pertaining to the Contractor’s Gross Receipts Withholding Tax (1%) may be obtained from the Montana State Department of Revenue, State Capitol Building, Helena, Montana. 6. WORKERS’ COMPENSATION INSURANCE

The Contractor's attention is called to the Workers’ Compensation laws in force in Montana (MCA Title 39, Chapter 71) and to the responsibility of the Owner for the collection of premiums thereunder. His compliance with said laws is required, and shall relieve the Owner of any responsibility for the payment of premiums thereunder. The Contractor shall furnish the Owner with proof of coverage and satisfactory evidence showing that all premiums arising from this Contract have been paid before payment is made on the final estimate. 7. PREFERENCE OF MONTANA LABOR AND MINIMUM WAGE RATES

This federal-aid funded project is exempt from Montana labor preference and other portions of MCA 18-2-403 that conflict with federal statute. 8. PAYMENT TO CONTRACTORS This AIP project involves payment to Contractors not only from funds the Owner has on hand for this purpose but also grant funds from the FAA. The Contractor is hereby advised that the Owner and the Engineer will expedite partial and final payments to the Contractor as much as possible but since FAA grant funds must be obtained to make these payments, the Contractor should anticipate and allow time for obtaining these grant funds before expecting partial or final payments under this Contract.

Billing Cycle In accordance with MCA 28-2-2103 this contract provides for a monthly billing cycle. Approval of Payment Request Provision In accordance with MCA 28-2-2103 a Contractor’s request for payment is considered approved by the Owner 21 days after receipt, unless acted on prior to that time. Notice of Extended Payment Provision This contract allows the Owner to make payment no later than twenty-one (21) days after approval of the payments.

Partial and Final Payments: Following is the procedure that will be used in making partial and final payments to the Contractor. At the preconstruction conference the Engineer and Contractor(s) shall agree on a date each month when work will be cut off for that month's estimate. No later than ten (10) calendar days after said cut-off date the Contractor will prepare (using Engineer's provided forms) an estimate for payment and Federal Aid Application for FAA grant payment, which application will be reviewed by the Engineer and forwarded to FAA within a seven (7) day period.

a. No later than seven (7) days after receipt of the Federal Grant payment from the U.S. Treasury, the Owner will process and pay the claim.

Note that processing the request for reimbursement from FAA for the final payment of the

Contractor takes considerably more time than is required for the request involving only partial payments because the final payment involves procedures that are time consuming.


b. Retainage in the amount of 5% will be withheld from each progress payment. The Contractor may request a reduction in the amount of retainage following substantial completion. Release of partial retainage upon substantial completion may be granted upon Owner, Engineer, and FAA approval to 2.5%. Reductions in retainage are subject to concurrence of the Contractor's Bonding Company. The remainder of the retainage will not be released until final payment is issued with project closeout.

c. The Contractor may not be paid the final retainage of his contract price until a final FAA

inspection has been held. There may be considerable delay in receiving final payment.

d. Final payment shall not be due until the Contractor has provided the Owner with an “Affidavit on Behalf of Contractor”, “Compliance Letter”, “Affidavit of Amounts Paid DBE Participants”, “Consent of Surety Company to Final Payment”, “Unconditional Waiver and Release on Payment” from all subcontractors and suppliers per General Provision 90-06, “Contractor’s Certificate of Completion”, and “Certificate of Substantial Completion” forms. These forms are included in these Contract Documents in the section titled “Miscellaneous Forms.”

e. The making of final payment will not relieve the Contractor from claims arising from the failure

of the work to comply with the requirements of the Contract Document. 9. BUY AMERICAN PREFERENCES

The Contractor must comply with “Buy American” 49 U.S.C. Section 50101, and assure compliance by their subcontractors and material suppliers. Materials submittals shall include proof of country of origin, reference to an item’s national waiver or status as an excluded material. Components of unknown origin are considered to have been produced or manufactured outside the United States. Materials will be rejected if their submittals do not correspond with the Buy American certification statement completed in the Proposal. Resources available to the Bidder at www.faa.gov/airports/aip/buy_american/ include: a. Nationwide Buy American Waivers Issued (as of mm/dd/yyyy) (PDF) – this is a list of specific

non-100% US-produced products that do not need further appeal or justification for use on this project.

b. Content Percentage Worksheet – used when requesting a Type 3 waiver. c. Final Assembly Questionnaire – used when requesting a Type 3 waiver.

EXCLUDED COMMON MATERIALS Some common items that are excluded from the Buy America preference are: cement, concrete (but NOT rebar), and petroleum products (asphalt, tack, prime, seal coat, etc.). These items are not included in calculations of Buy America compliance, nor do their submittals require documentation of the country of origin. The AIP-Handbook order 5100.38D, Change 1, Appendix X. (https://www.faa.gov/airports/aip/aip_handbook/media/AIP-Handbook-Order-5100-38D-Chg1.pdf) and/or an internet search for 48 CFR 25.104 can provide additional information. 10. CONTRACT PROVISIONS

The Contract to be completed by the successful bidder is included in the section of this document titled “Miscellaneous Forms.” Prior to submitting a bid, all bidders should familiarize themselves with the required federal contract provisions included in this document. F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\5-INFORMATION.FOR.BIDDERS.docx

http://www.faa.gov/airports/aip/buy_american/

https://www.faa.gov/airports/aip/aip_handbook/media/AIP-Handbook-Order-5100-38D-Chg1.pdf

BIDDERS CHECKLIST PAGE 1

BIDDERS CHECKLIST

Bidders Checklist. The following is a bidder’s checklist that may be used to assist in submitting a responsive bid. Completion of this checklist is not required as part of entering a bid - it is intended only as a reminder - compliance with all provisions of the Contract Documents and submission of a responsive bid is solely the responsibility of the bidder.

Bidder reviewed a complete set of Contract Documents, either: - Electronically under the “Current Projects Bidding” tab at www.rpa-hln.com, or - In hard copy format printed by Robert Peccia & Associates.

Bidder completed measures necessary to be fully informed of existing conditions and limitations of the requested work before preparing a bid.

Entire Bidding Documents booklet intact and included as part of the bid All Proposal sheets and bonds are originals. Each bid item unit price is written in words and numerically ............................ (Proposal pp. 2-21) Total Base Bid is written in words and numerically................................................. (Proposal p. 10) Total Additive Alternate #1 is written in words and numerically ............................ (Proposal p. 13) Total Additive Alternate #2 is written in words and numerically ............................ (Proposal p. 16) Total Additive Alternate #3 is written in words and numerically ............................ (Proposal p. 19) Total Additive Alternate #4 is written in words and numerically ............................ (Proposal p. 21) Mobilization bid items do not exceed 5% of the respective Subtotal price ........ (Proposal pp. 2-21) CQCP bid items do not exceed 2% of the respective Subtotal price ................. (Proposal pp. 2-21) Numerical bid prices agree with written bid prices ............................................ (Proposal pp. 2-21) Arithmetic checks ............................................................................................... (Proposal pp. 2-21) 10% Bid Bond enclosed ................................................. (Proposal p. 24 and Bid Bond Certificate) Verify certification of EEO and DBE compliance ........................................... (Proposal pp. 24-25) Bidders List completed (may be multiple / copied).................................................. (Proposal p. 26) Letter(s) of Intent (may be multiple copies) ............................................................. (Proposal p. 27) Buy American Certification completed and signed .......................................... (Proposal pp. 28-29) Verify certification regarding Debarment ................................................................ (Proposal p. 29) Verify certification regarding Lobbying ........................................................... (Proposal pp. 29-30) Verify certification regarding Tax Delinquency and Felony Convictions ............... (Proposal p. 30) Date, company name, and address complete ........................................................... (Proposal p. 32) Signature of an authorized representative with printed name and title complete .... (Proposal p. 32) IRS Employer Identification Number provided ...................................................... (Proposal p. 32) Acknowledgement of Addenda (if any) .................................................................... (Proposal p. 32) Contractor’s Montana Registration Number provided .............................................. (Proposal p. 32)

Bidder’s company name and return address are written on the envelope. Bidder's contractor's license number are written on the envelope "Ravalli County Airport Proposal" is written clearly on the envelope. Acknowledgement of all Addenda is written on the envelope (if applicable). Envelope is properly addressed. Envelope is sealed.

F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\6-BIDDERS.CHECKLIST.docx

http://www.rpa-hln.com/

CONSTRUCTION SAFETY AND PHASING PLAN PAGE 1

CONSTRUCTION SAFETY AND PHASING PLAN This document supplements the Plans and Specifications and other Contract Documents prepared for the Ravalli County Airport Improvement Project 3-30-0037-019-2020, & 3-30-0037-020-2020. This document aids in identifying all aspects of the construction project that pose a potential safety hazard to airport operations and outlines respective mitigation procedures for each hazard. It provides all information necessary for the Airport Operations department to conduct airfield inspections and expeditiously identify and correct unsafe conditions during construction. The requirements outlined in this Construction Safety and Phasing Plan (CSPP) are developed from Advisory Circular 150/5370-2G. 1. Coordination

Safety Plan Compliance Document (SPCD): Prior to the Pre-Construction meeting, the Contractor will be required to submit a SPCD, as required by the Contract Documents, to the Engineer, describing how they will comply with the requirements in the CSPP and supply any details that could not be determined before contract award. The SPCD outline is attached in Appendix A. Notice: The Contractor shall provide a minimum of 48 hours’ notice to the Engineer of his desire to perform construction within each area, and shall begin operations within these areas only upon receipt of authorization from the Engineer. Closures: Once work is commenced, Contractor shall steadily and diligently work on the project to ensure completion within specified contract time, or Liquidated Damages will be applied as described in this document. Prior to beginning construction operations in any areas, all barricades and "temporary" closed markings shall be installed as shown in the Plans or designated by the Engineer. Airport Operations During Construction: It is the intention of the Owner to complete construction of the improvements within a minimum time period. The Owner will notify the necessary agencies as to the closure of affected operations at the Airport. The Contractor shall notify the Engineer 48 hours in advance of any requested closure, so that the required Notice to Airmen (NOTAM's) can be arranged.

a. Contractor Progress Meetings

The Contractor and all affected parties will be required to meet a minimum of once per week during each week the Contractor is working on site, prior to any closure phasing change, and as necessary to discuss safety operations and changes in phase elements. These meetings will help assure all construction personnel know of any applicable airport procedures and of any changes to those procedures that may affect their work.

b. Scope or Schedule Changes

Prior to any scope or schedule changes a safety meeting will be held, as necessary, with the Contractor and all affected parties to discuss any safety phase changes or other changes that may affect their work. Any scope or schedule changes that necessitate revisions to the CSPP will require review and approval by the airport operator and the FAA.

c. FAA ATO Coordination

FAA Air Traffic Organization (ATO) will be notified of all conditions that may adversely affect the operational safety of the airport via Notices to Airmen (NOTAM) and other methods, as

CONSTRUCTION SAFETY AND PHASING PLAN

appropriate. There are no anticipated improvements that will require a reimbursable agreement or flight inspection as part of this project. A National NAS Strategic Interruptions Service Level Agreement form will be submitted with anticipated runway or airport closure dates during the project advertising for bids phase (45-days prior to construction).

2. Phasing

Plan: The construction phasing plan has been developed to mitigate the adverse impacts of construction on aeronautical operations and to improve safety. Strict adherence to the provisions of the construction operations phasing plan by all personnel assigned to or visiting the construction site is mandatory for all construction projects. In the event contractor activities are not in conformance with the provisions of the construction operations plan, the Contractor shall immediately cease those operations violating provisions of the construction operations plan and conduct a safety meeting. The construction operations plan is open to input at safety meetings, but the Resident Project Representative (RPR) has the final determination of safe operations. The Resident Project Representative may direct the Contractor, in writing, to immediately cease those operations involved in the violation of the provisions of this Construction Safety and Phasing Plan. The Contractor shall not resume construction operations until an appropriate action is taken as determined by the Resident Project Representative.

Although aircraft emergencies are quite rare, should one occur during the project, it is expected that lifesaving measures will take precedence over the convenience and expense of the Contractor. On-going operations shall be kept neat and cleaning shall be continuous, so any required clean-up for use by an aircraft in distress will be minimal. Any costs for Contractor delays or inconvenience will be considered incidental costs of the project with no additional compensation by the Owner.

a. Phase Elements

Construction Activity

Duration

Impact on AOA*

Planned Closure

Method of Marking

Detours

Communications

Conditions for Closure

Phase I – Stream Crossing & Fence construction surrounding & within existing Runway 16-34 Safety and Object Free Areas & Approach Airspace

21 Calendar Days from the Notice to Proceed

Runway 16-34

Runway 16-34

X’s on Runway 16-34 and Cones and Low-Level Barricades on all Runway access locations

None

NOTAM: Runway Closed

Work within Runway 16-34 Safety & Object Free Areas & Approach Airspace

Phase II – Work outside of existing Runway 16-34 Safety and Object Free Areas

Notice to Proceed through July 8, 2021

None

None

None

None

NOTAM: Personnel & Equipment surrounding Runway 16-34

Work outside of Runway 16-34 Object Free Area

Phase III – Runway 16-34, Taxiways, & Apron construction throughout site

July 9, 2021 through Nov. 1, 2021

Airport

Airport – Except Helicopter Operations on USFS lease area.

X’s on Runway 16-34 and Cones and Low-Level Barricades on all access locations

None

NOTAM: Airport Closed

Work within in Runway 16-34 Safety and Object Free Areas, Taxiways and Aprons.

*AOA = Airport Operation s Areas OFA = Object Free Area NOTAM’s = Notice to Airmen


b. Construction Safety Drawings The Construction Safety Drawings, titled “Construction Safety and Phasing Plan”, are included in the Construction Plans.

3. Areas and Operations Affected by the Construction Activity

Affected areas and proposed mitigation are listed in the Phase Elements Table above and the Construction Safety Drawings in the Construction Plans. 4. Protection of Navigational Aids (NAVAIDs)

All affected NAVAID’s will be shut down and locked out as part of the corresponding phase closure(s). During Phase II work, all NAVAID’s shall be operational, including:

Medium Intensity Runway Lights (MIRL);

Beacon;

Wind cone;

AWOS III/P;

Runway 16 & 34 PAPI’s.

This shall require that the equipment remains in its current configuration, be operational in temporary nature (with all items meeting requirements of the National Electric Code), or be relocated and operational (beacon, AWOS III/P, wind cone). The existing navigational aids and runway lights, and / or new runway lights, may be installed in a temporary nature (i.e. direct bury, above ground, etc.); provided the installation meets all NEC requirements and the installation meet the runway safety area requirements. No cable utilized in a temporary nature of direct bury shall be reusable as part of the finished product. There are no FAA owned NAVAID’s at the airport. No electrical demolition shall occur until asphalt pulverization of the runway begins in Phase III. 5. Contractor Access

Material stockpile locations and vehicle parking shall be coordinated with the Engineer in advance of and throughout the duration of the project. Stockpiled material and equipment storage will not be permitted within the Object Free Area (OFA) of an operational runway.

a. Location of Stockpiled Construction Materials

As stated above, all stockpile locations shall be coordinated with the Engineer. Topsoil may be stockpiled along the property boundary north and northwest of Runway end “17”, within the Phase II Restricted Work Area, at no more than 20-feet in total height. Stockpiles within in the southeast corner of the “Unrestricted Work Area”, near the staging area, may exceed this height restriction with prior coordination and approval by the Engineer. No stockpiled materials will be permitted within delineated wetland areas or portions of Gird Creek outside of planned disturbance limits. No stockpiled materials will be permitted within the OFA of any runway or taxiway (closed or operational).

b. Vehicle and Pedestrian Operations


Access and vehicle parking areas will only be permitted directly from the access location(s) to the Contractor staging areas. No unauthorized entry of persons or vehicles onto the AOA will be permitted. All construction vehicles will be parked and serviced in the designated staging area(s). Designated staging areas shall include:

The southeast corner of airport property, adjacent to Tammany Lane;

East of future Taxiway E (north), south of AWOS and future segmented circle;

South of the airport access road (NE of trap club); and

Other coordinated areas only as approved by the Engineer.

Inactive equipment shall not be parked on a closed taxiway or runway. If it is necessary to leave specialized equipment on a closed taxiway or runway at night, the equipment will be well lighted. Pedestrian operations will be permitted in work zones as necessary to complete the required work, but will not be permitted as cross-airport transit.

1) Access and Haul Routes

Haul Routes and Maintenance: Any haul routes and staging areas for any Contractor's equipment will be designated prior to any work being done. Only these routes and staging areas shall be used, and unauthorized travel by haul vehicles will be prohibited. Runway Crossings. The Contractors will not be permitted to have his operations cross active runways unless approved in writing by the Engineer. Any work in the runway OFA will begin only after the runway is closed – both by NOTAM and “X” closure markings at the runway ends.

2) Marking and Lighting of Vehicles

All vehicles shall be lighted and/or marked in accordance with AC 150/5210-5. All construction and support vehicles shall have standard white and orange-checkered flags or amber strobes mounted on these vehicles so as to be readily visible during daylight operations. Any night-time work will require vehicles to have amber strobe lights.

3) Two-Way Radio Communication Procedures

The airport operator (Resident Project Representative) and at least one member of the construction crew will monitor the airport radio frequency, 122.8 MHz, during construction activities and provide direction to crews and aircraft as necessary to avoid conflicts. The personnel will observe the proper procedures for communications on the UNICOM frequency, including read back requirements, and proper phraseology.

“Hamilton area traffic, construction ground vehicle <state intentions>, Hamilton”. Stop and listen for response for 10 second minimum prior to proceeding with stated intentions.

6. Wildlife Management

a. Trash All trash, including food scraps, will be collected and deposited in an enclosed trash bin(s) in order


to prevent wildlife attraction. b. Standing Water Large areas of standing water that may attract wildlife will not be permitted on the airport property, unless otherwise authorized by the Engineer.

c. Tall Grass and Seeds Reclamation, including seeding, fertilizing, and mulching (as specified), of any significantly disturbed areas will occur after construction is completed. All seed will comply with the guidance in AC 150/5370-10, Standards for Specifying Construction of Airport, Item T-901 Seeding and Item T-908 Mulching.

d. Maintaining Fencing / Temporary Fencing The airport is nearly surrounded by a farming / ranch operation. Cows are rotated through the adjoining fields. Ideally, the Contractor will construct the wildlife security fence before removing the existing farm fence. If this is not possible the Contractor shall be required to provide temporary fencing as required to keep livestock out of the airport property. Coordination regarding temporary fencing will be required with Stock Farm Ranches as cattle rotations may be manipulated with adequate notice. Any temporary fencing used shall be a minimum of four-strand barbed wire, suitable to keep cattle out of the air operations areas.

e. Disruption of Existing Wildlife Habitat During Construction Phase II (open runway), if any wildlife or livestock is observed by any contractor’s personnel, they shall immediately contact the Resident Project Representative and appropriate actions will be taken. Typical avian and rodent sightings may not be reported, but any sighting that are deemed to be abnormal or of increased numbers shall also be reported. The Contractor shall take no action as part of their operations that attract or habituate wildlife to the airport property. Best practices shall be followed to remove food sources (trash, food scraps, loose seed, etc.), attractants (standing water, etc.), and/or breaks in perimeter fencing (maintain fences/gates, provide temporary fence/gates, vigilantly close gates, etc.).

7. Foreign Object Debris (FOD) Management

Waste and Loose Material: Waste and loose material capable of causing damage to aircraft landing gears or propellers shall not be placed on active aircraft movement areas. Material tracked on these areas shall be removed continuously during all phases of the project. 8. Hazardous Materials (HAZMAT) Management

Any hazardous materials spillage from construction vehicles (gasoline, diesel fuel, oil, etc.) will require immediate action in accordance with State and Federal regulations. The vehicle shall be immediately repaired or removed from the project. 9. Notification of Construction Activities

a. Maintenance of a List of Responsible Representatives / Points of Contact


A list of responsible representatives and points of contact is included in Appendix B. This list will be provided to the FAA, Contractor, Subcontractors, and affected parties. Previous to award of the construction bid, the successful bidder will be required to complete this list of all responsible personnel for the Prime Contractor and all Subcontractors.

b. Notices to Airmen (NOTAM) The Contractor shall contact the Engineer with all closure requests a minimum of 48-hours in advance of their proposed action. The Engineer will coordinate the issuance, maintenance, and cancellations of all Notices to Airmen (NOTAM) with the Owner / airport operator. c. Emergency Notification Procedures The emergency notification contacts for medical, firefighting, and police response are included in the Appendix B emergency contact sheet.

d. Coordination of ARFF Personnel Not applicable for this project as the airport operator does not own an ARFF vehicle. The Local Fire Department will be the point of contact for any emergency situations. e. Notification to the FAA The Engineer will keep the FAA ADO up-to-date on construction activities through weekly progress reports and other periodic contacts. Coordination of FAA Owned NAVAID’s will be with the NAS Planning & Integration Team and Technical Operations Front Range SSC. Emergency contact shall be 1-866-432-2622. A minimum of 45-days’ notice will be provided for the necessary shut-down period of these facilities. Updates will be provided, as necessary, regarding the construction scheduling and actual closure dates.

10. Inspection Requirements

a. Daily Inspections

The Resident Project Representative and Contractor will conduct daily inspections, and more frequently as needed, to ensure construction personnel comply with the CSPP and SPCD and that there are no altered construction activities that could create potential safety hazards. The checklist included in Appendix C will be used, at a minimum, to aid in verifying conformance. b. Final Inspections

A final inspection will be held prior to reopening of any air operations area (AOA). The FAA will be invited to attend all final inspections conducted. No air carrier service is provided at this airport, so no coordination with the FAA Airport Certification Safety Inspector (ACSI) is required.

11. Underground Utilities

In any location the contractor breaks ground to a depth of 1’ or more as part of the project, the Contractor shall be responsible for checking with the owners of underground utilities regarding the location of their underground lines. The Contractor shall be required to fully coordinate his work with the agencies and to


keep them informed of their construction activities so that these vital installations are fully protected at all times. The Contractor shall be solely responsible for any damage done to these installations due to failure to locate or to properly protect them when their location is known. 12. Penalties

In the event contractor activities are not in conformance with the provisions of the CSPP, the Contractor shall immediately cease those operations involved in the violation of the provisions of the CSPP and conduct a safety meeting. The Resident Project Representative or Owner may direct the Contractor, in writing, to immediately cease those operations involved in the violation of the provisions of the CSPP. The Contractor shall not resume construction operations until an appropriate action is taken as determined by the Resident Project Representative. Penalties will be as determined by the Engineer and may include such items as rescission of driving privileges, installation of additional closure marking / signing, and / or denial of access to the AOA. 13. Special Conditions

Not applicable to this project. 14. Runway and Taxiway Visual Aids.

a. General

The construction area will be clearly and visibly separated from the areas where aircraft will be operating by closure markings, as shown on the Construction Safety and Phasing Plan drawing included in the Construction Plans.

b. Markings

All marking will be in compliance with the standards of AC 150/5340-1, Standards for Airport Markings. All “temporarily” closed runways will be marked with a yellow X on or near the runway designation numbers. All “temporarily” closed taxiways and aprons will have barricades (candles, cones, and /or low-level barricades) placed at all access points (outside of the connecting taxiway / runway object free areas). See also the Construction Safety and Phasing Plan drawing in the Construction Plans. c. Lighting and Visual NAVAID’s

Temporary taxiway closure barricades remaining in place for overnight will be lighted with red flashing lights. Runways remaining closed during nighttime or any low-visibility conditions will have their lighting systems shutdown and locked out during all closure periods, including runway lights, and associated approach lighting. d. Signs

At any time a sign (or taxiway lights) does not serve its normal function; it will be covered to prevent misdirecting pilots. Information signs will not be covered, as they will still serve their intended purpose.

15. Marking and Signs for Access Routes

Not applicable to this project.


16. Hazard Marking and Lighting

Hazard marking and lighting prevents pilots from entering areas closed to aircraft, and prevents construction personnel from entering areas open to aircraft. The spacing of barricades must be such that a breach is physically prevented, barring a deliberate act. If temporary taxiway closure barricades remain in place overnight, they will be lighted with red flashing lights, spaced no more than 10-feet apart. Runways remaining closed during nighttime or any low-visibility conditions will have their lighting systems shutdown and locked out during all closure periods. Hazard marking and lighting will also be placed to aid in identifying any open manholes, small areas under repair, stockpiled material, waste areas, and areas subject to jet blast, where applicable. The Contractor will be required to have a person on call 24-hours a day for emergency maintenance of airport hazard lighting and barricades. The Contractor must file the contact person’s information with the airport operator and Engineer. Lighting will be checked for proper operation at least once per day. 17. Work Zone Lighting for Nighttime Construction

Not applicable to this project. 18. Protection

a. Runway Safety Area (RSA)

No construction will occur within a runway safety area while the runway is open for aircraft operations. Neither open trenches nor excavations will be permitted within the RSA while the runway is open. Construction Phase I: Work within the runway safety area is permitted including excavations; however, the Runway Safety Area must be restored prior to reopening in Phase II below. Construction Phase II: Existing “B-II-5000” Runway Safety area has a total width of 150’ (37.5’ from each edge of the current 75’ wide runway) and extends 300’ beyond each existing runway threshold. The entire Runway Safety Area must meet FAA requirements, in accordance with AC 150/5300-13A prior to reopening. This shall include but is not limited to:

Longitudinal slopes beyond the runway ends between 0 and 3.0 percent;

Shoulder slopes for first 10’ between 3.0 percent and 5.0 percent;

Shoulder slopes for remaining portion of the safety area (27.5’) between 1.5 percent and 5.0 percent; and

No “edge lips” or any electrical or other structure shall exceed 3-inches above the finished grade.

b. Runway Object Free Area (ROFA)

Minimum Parking Distance: When not in use, equipment and materials will be parked or located a minimum of 250 feet from all runway centerlines or in the areas designated in the Plans. Minimum Evacuation Distance: The Contractor will evacuate all equipment and men from the vicinity of the applicable runway a minimum distance of 250 feet from the runway centerline during landing and takeoff of aircraft. Open Excavation and Barricades: Open trenches or excavations exceeding 3 inches in depth and 3


inches in width or stockpiled materials will not be permitted within 250 feet of centerline of any active runway. Coverings for open trenches or excavations shall be of sufficient strength to support the weight of the heaviest aircraft operating on the runway or taxiway. Lightweight barricades and/or flagging shall be used to identify the limits of construction near open trenches or excavations. The Contractor shall also light any open trenches or excavations with red lights during hours of restricted visibility or darkness. c. Taxiway Safety Area (TSA)

No construction will occur within a taxiway safety area while the taxiway is open for aircraft operations. Neither open trenches nor excavations will be permitted within the TSA while the taxiway is open.

d. Taxiway Object Free Area (TOFA)

Because wingtips regularly penetrate the taxiway object free area during normal operations, no construction will occur within a taxiway object free area while the taxiway is open for aircraft operations. Neither open trenches nor excavations will be permitted within the TOFA while the taxiway is open.

Minimum Parking Distance: When not in use, equipment and materials will be parked or located a minimum of 200 feet from taxiway centerlines or in the areas designated in the Plans. e. Obstacle Free Zone (OFZ)

Personnel, material, and / or equipment will not be permitted to penetrate the OFZ while the runway is open for aircraft operations. f. Runway Approach / Departure Surfaces

All personnel, materials, and / or equipment will be required to clear the applicable threshold siting surfaces, in accordance with the approved Airport Layout Plan (ALP). The Construction Drawings delineate restricted work areas within Closure Phase II. Construction and Haul Route limits within these areas are subject to a minimum 15-foot clearance of the applicable threshold siting surfaces and are dependent upon the elevation of the areas to be excavated. Prior to the opening of Phase II, the Contractor shall coordinate with the engineer and provide any necessary survey information in order to assure threshold siting surface clearances of all work areas and haul routes.

19. Other Limitations on Construction

a. Prohibitions

1) No use of tall equipment (cranes, crushers, asphalt plants, concrete pumps, etc.) will be permitted unless a 7460-1 determination letter is issued for such equipment.

2) No use of open flame welding or torches will be permitted unless fire safety precautions are provided.

3) No use of electrical blasting caps on or within 1,000-feet of the airport property will be permitted.

4) No use of flare pots within the AOA will be permitted.

b. Restrictions

Not applicable to this project. F:\airports\19001.0 RAVALLI COUNTY\SPECS\Const.Docs\7-CSPP.docx


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A-0 CONSTRUCTION SAFETY AND PHASING PLAN SAFETY PLAN COMPLIANCE DOCUMENT

Appendix A

Safety Plan Compliance Document (SPCD) Outline

CONSTRUCTION SAFETY AND PHASING PLAN SAFETY PLAN COMPLIANCE DOCUMENT A-1

SAFETY PLAN COMPLIANCE DOCUMENT (SPCD)

- PLANNING FOR SAFETY - This document supplements the Plans and Specifications and other Contract Documents prepared for the Ravalli County Airport Improvement Project 3-30-0037-019-2020 & 3-30-0037-020-2020. The Contractor shall complete this SPCD describing how they will comply with the requirements of the CSPP and supplying any details that could not be determined prior to contract award. The Owner will issue a Notice to Proceed only after the Contractor has successfully completed this SPCD. The SPCD shall follow the outline below, as developed from Advisory Circular 150/5370-2G. The SPCD is a subset of the CSPP, in the same way a shop drawing is a subset of the Technical Specifications. The SPCD should not restate nor propose differences to provisions already addressed in the CSPP. Any construction practice that does not conform to the CSPP and SPCD will require safety document revisions and re-coordination with the airport Owner and FAA in advance of the proposed action. 1) Coordination Discuss details of proposed safety meetings with the airport operator and Contractor employees and subcontractors. 2) Phasing Provide proposed construction schedule elements, including:

a. Duration and proposed start date of each phase – required a minimum of two-weeks in advance b. Proposed work items within each construction phase

1) Excavations 2) Proposed demolition items (fencing, electrical, etc.) 3) Etc.

c. Daily start and finish of construction d. Duration of construction activities

1) Normal runway / taxiway / apron operations 2) Closed airport operations 3) Isolated closures of runway 4) Isolated closures of taxiways / aprons / taxilanes

3) Areas of Operations Affected by the Construction Activity No supplemental information required, unless supplemental information is necessary as part of the Phasing submission detailed above. 4) Protection of Navigational Aids (NAVAIDs) Discuss method of protecting all electrical and navigational aids during Closure Phase II. 5) Contractor Access, Haul Routes & Proposed Stockpile Areas, Staging Areas Provide the following:

a. Details on how proposed contractor haul routes and part of each Closure Phase. b. Proposed stockpile locations and approximate quantities / height. c. Proposed staging areas and approximate size. d. Radio Capabilities (types of radios and backup capabilities, who will be monitoring radios,

details on how the Contractor will escort material delivery vehicles, etc.)

6) Wildlife Management Discuss details on how the Contractor will maintain the integrity of the airport fence during each construction phase, including proposed material type for any temporary fences.


7) Foreign Object Debris (FOD) Management No supplemental information required. 8) Hazardous Material (HAZMAT) Management No supplemental information required. 9) Notifications of Construction Activities Provide the following:

a. Contractor points of contact b. Contractor emergency contact c. All Subcontractors emergency contacts d. All radio operators e. Safety contact officer f. Personnel in charge of 24-hour lighting / barricade maintenance. g. Listing of tall (crane, concrete pump, crusher, asphalt plant, etc.) or other requested equipment

proposed for use on the airport and the timeframe for submitting 7460-1 forms not previously submitted by the airport operator.

10) Inspection Requirements No supplemental information required. 11) Underground Utilities Discuss proposed methods of identifying and protecting underground utilities. 12) Penalties No supplemental information required. 13) Special Conditions No supplemental information required. 14) Runway and Taxiway Visual Aids Discuss method of protecting all electrical and navigational aids during Closure Phase II. 15) Marking and Signs for Access Routes Discuss proposed methods of training vehicle drivers of the allowed access routes or provide a plan for temporarily demarcating access routes for vehicle drivers. Discuss methods of delineating proposed haul routes and separation from air operations areas during Construction Phase II. 16) Hazard Marking and Lighting Discuss proposed equipment, scheduling, and methods for identifying excavation areas that remain open and unattended. Identify any tall equipment planned, requiring 7460-1 submission / coordination with the Engineer. 17) Work Zone Lighting Not applicable to this project. No supplemental information is required. 18) Protection of Runway and Taxiway Safety Areas Discuss proposed work items within Phase I closure, and how they relate to the Runway (and Taxiway) Safety Areas during Phase II closure. Describe method / parameters for the Runway Safety Area during Closure Phase II.

CONSTRUCTION SAFETY AND PHASING PLAN SAFETY PLAN COMPLIANCE DOCUMENT A-3

19) Other Limitations on Construction No supplemental information required. 20) Contractor CSPP Compliance Statement The Contractor will be required to submit a written statement of compliance documenting that he / she has read and will abide by the CSPP. The Contractor statement shall include the name of the Contractor, the title of the project CSPP, the approval date of the CSPP, and a reference to any supplemental information.


Contractor CSPP Compliance Statement <Date> Robert Peccia & Associates Attn: Rick Donaldson, Project Manager PO Box 5653 Helena, MT 59601 I, <name and title>, for <Contractor name>, have read the Ravalli County Airport Construction Safety and Phasing Plan (CSPP), approved on <date of FAA approval to be supplied by Engineer>, and will abide by it as written and with the following additions as noted above in the supplied Safety Plan Compliance Document (SPCD). Sincerely, <Name and Title> <Company>

CONSTRUCTION SAFETY AND PHASING PLAN B-5 EMERGENCY CONTACT NOTIFICATION PROCEDURES INFORMATION

Appendix B

Emergency Contract Notification Procedures Information


EMERGENCY TELEPHONE NUMBERS Project Name Ravalli County Airport Project # A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

Frequency to monitor: 122.8 (UNICOM)

The following are the business, cellular, and home telephone numbers where project key personnel can be reached at all times. In addition, the emergency telephone numbers of other vital agencies are listed:

CONTRACTORS PROJECT MANAGER / SUPERINTENDENT Prime Contractor Contacts Safety Officer – 24-hr contact Project Manager Superintendant Foreman Paving Foreman Subcontractor Contacts Project Manager Superintendant Foreman

OWNER / AIRPORT

Airport Manager Page Gough 375-9149 (w) Airport Board Ken Weinheimer 868-3939 (c) Ravalli County Jeff Burrows 375-6500 (w)

A&E PROJECT MANAGER and RESIDENT PROJECT REPRESENTATIVE Robert Peccia & Assoc. 447-5000(w) 447-5036(f) Mary E. Bell, RPR 447-5070(w) 461-0777(c) Rick Donaldson, PM 447-5004(w) 439-4905(c) 439-4905(h) Lance Bowser 447-5059(w) 439-0674(c) 439-0674(h) FLIGHT SERVICE (for NOTAMs) 1-877-487-6867 928-772-4390(f) 928-583-6154 (hub supervisor)

FAA HELENA AIRPORTS DISTRICT OFFICE 449-5257 Diane Stilson, Project Manager 441-5411 (w) Joe Nye 441-5409 (w) Steve Engebrecht 441-5407 (w) Chuck Garrison 441-5404 (w) FAA FACILITIES Todd Lyons, Front Range SSC Coordinator 454-7561(w) 788-8040(c)

OTHER EMERGENCY TELEPHONE NUMBERS OSHA REPRESENTATIVE 1-800-772-1213 FIRE 911 / 363-6338 (Hamilton City Volunteer Fire Dept) HOSPITAL 911 / 363-2211 (Marcus Daly Memorial Hospital) POLICE 911 / 363-2100 SHERIFF 911 / 375-4060 LINE LOCATE 811 / 1-800-424-5555 OTHER All key personnel should have a copy of this information, and a copy should be posed in each field office in a prominent location.

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CONSTRUCTION SAFETY AND PHASING PLAN C-1 CONSTRUCTION PROJECT DAILY SAFETY INSPECTION CHECKLIST

Appendix C

Construction Project Daily Safety Inspection Checklist

C-2 CONSTRUCTION SAFETY AND PHASING PLAN CONSTRUCTION PROJECT DAILY SAFETY INSPECTION CHECKLIST

Construction Project Daily Safety Inspection Checklist

The situations identified below are potentially hazardous conditions that may occur during airport construction projects. Safety area encroachments, unauthorized and improper ground vehicle operations, and unmarked or uncovered holes and trenches near aircraft operating surfaces pose the most prevalent threats to airport operational safety during airport construction projects. The list below is one tool that the airport operator or Contractor may use to aid in identifying and correcting potentially hazardous conditions.

Potentially Hazardous Conditions Item Action Required Or None

Excavation adjacent to runways, taxiways, and aprons improperly backfilled. □ Mounds of earth, construction materials, temporary structures, and other obstacles near any open runway, taxiway, or taxi lane; in the related Object Free area and aircraft approach or departure areas/zones; or obstructing any sign or marking.

□

Runway resurfacing projects resulting in lips exceeding 3 in (7.6 cm) from pavement edges and ends. □ Heavy equipment (stationary or mobile) operating or idle near AOA, in runway approaches and departures areas, or in OFZ. □ Equipment or material near NAVAIDs that may degrade or impair radiated signals and/or the monitoring of navigation and visual aids. Unauthorized or improper vehicle operations in localizer or glide slope critical areas, resulting in electronic interference and/or facility shutdown.

□

Tall and especially relatively low visibility units (that is, equipment with slim profiles) — cranes, drills, and similar objects — located in critical areas, such as OFZ and approach zones.

□

Improperly positioned or malfunctioning lights or unlighted airport hazards, such as holes or excavations, on any apron, open taxiway, or open taxi lane or in a related safety, approach, or departure area.

□

Obstacles, loose pavement, trash, and other debris on or near AOA. Construction debris (gravel, sand, mud, paving materials) on airport pavements may result in aircraft propeller, turbine engine, or tire damage. Also, loose materials may blow about, potentially causing personal injury or equipment damage.

□

Inappropriate or poorly maintained fencing during construction intended to deter human and animal intrusions into the AOA. Fencing and other markings that are inadequate to separate construction areas from open AOA create aviation hazards.

□

Improper or inadequate marking or lighting of runways (especially thresholds that have been displaced or runways that have been closed) and taxiways that could cause pilot confusion and provide a potential for a runway incursion. Inadequate or improper methods of marking, barricading, and lighting of temporarily closed portions of AOA create aviation hazards.

□

Wildlife attractants — such as trash (food scraps not collected from construction personnel activity), grass seeds, tall grass, or standing water — on or near airports.

□ Obliterated or faded temporary markings on active operational areas. □

CONSTRUCTION SAFETY AND PHASING PLAN C-3 CONSTRUCTION PROJECT DAILY SAFETY INSPECTION CHECKLIST

Misleading or malfunctioning obstruction lights. Unlighted or unmarked obstructions in the approach to any open runway pose aviation hazards.

□ Failure to issue, update, or cancel NOTAMs about airport or runway closures or other construction related airport conditions. □ Failure to mark and identify utilities or power cables. Damage to utilities and power cables during construction activity can result in the loss of runway / taxiway lighting; loss of navigation, visual, or approach aids; disruption of weather reporting services; and/or loss of communications.

□

Restrictions on ARFF access from fire stations to the runway / taxiway system or airport buildings. □ Lack of radio communications with construction vehicles in airport movement areas. □ Objects, regardless of whether they are marked or flagged, or activities anywhere on or near an airport that could be distracting, confusing, or alarming to pilots during aircraft operations.

□

Water, snow, dirt, debris, or other contaminants that temporarily obscure or derogate the visibility of runway/taxiway marking, lighting, and pavement edges. Any condition or factor that obscures or diminishes the visibility of areas under construction.

□

Spillage from vehicles (gasoline, diesel fuel, oil) on active pavement areas, such as runways, taxiways, aprons, and airport roadways.

□ Failure to maintain drainage system integrity during construction (for example, no temporary drainage provided when working on a drainage system).

□ Failure to provide for proper electrical lockout and tagging procedures. At larger airports with multiple maintenance shifts/workers, construction contractors should make provisions for coordinating work on circuits.

□

Failure to control dust. Consider limiting the amount of area from which the contractor is allowed to strip turf. □ Exposed wiring that creates an electrocution or fire ignition hazard. Identify and secure wiring, and place it in conduit or bury it.

□ Site burning, which can cause possible obscuration. □ Construction work taking place outside of designated work areas and out of phase. □

PART II BIDDING DOCUMENTS Proposal Bid Bond

All Bidders must contact:

Robert Peccia & Associates (406)-447-5000

to obtain an “official” Bidding Documents booklet and to get their name added to the planholders list. No bids will be considered unless they are submitted in the official Bidding Documents booklet. The following pages show the approximate quantities of work expected for this project. In the event of discrepancies between the following approximate quantities and the quantities listed in the Bidding Documents booklet, the Bidding Documents booklet shall govern.

NOT FOR BIDDIN

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PROPOSAL PAGE 1

PROPOSAL FOR RAVALLI COUNTY AIRPORT IMPROVEMENTS PROJECT

HAMILTON, RAVALLICOUNTY, MONTANA A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

The undersigned Bidder, having examined the Plans, Specifications and other proposed Contract Documents, the extent, character, and location of the proposed work, the nature and type of work to be done, and being cognizant of the location and condition of existing roadways giving access to the sites of the work, and the topography of the site of the work, and its effect on drainage and surface runoff which might affect the work, hereby proposes to furnish all materials, tools, labor, and equipment for the completion of the approximate quantities of work listed below and all of the work appurtenant thereto in connection with this project for the Ravalli County Airport Improvements in Hamilton, Montana.

Separate sealed bids will be received by Ravalli County, Montana until 1:30 p.m., local time, June 17, 2020. All bids will be received, publicly opened, and read aloud at the Ravalli County Commissioners Office, 215 South Fourth, 3rd Floor, Ravalli County Commissioners Conference Room, Hamilton, Montana 59840-2853, for the Ravalli County Airport Improvements Project to include the following:

BASE BID:

Construct new Runway 17-35; Construct Connecting Taxiways (A1, A2, A4)

and Partial Parallel Taxiway A; Rehabilitate Main Apron (approx. 900’ x 200’); Rehabilitate / Construct Hangar Access

Taxilanes (C) – north end; Reconstruct Taxiway B – north B1 to B4. Rehabilitate and Narrow Parallel Taxiway

(Taxiway B – from existing Runway 16-34)and Connectors (B1, B2, B3, B4, and B6);

Pavement Maintenance on Taxiway B south ofA4 and portions of Taxiways B6, D, E & B2

Drainage Improvements Install Medium Intensity Runway Lighting

(MIRL);

Install Medium Intensity Taxiway Lighting(MITL);

Install Precision Approach Path Indicators(PAPI’s) – RW 17 and 35;

Install L-807 Lighting Windcone andSegmented Circle;

Install L-806 Supplemental Windcones – RW17 and 35;

Construct / Install Electrical Enclosure &Equipment;

Hangar Access Road and Parking Area – to beconstructed with salvaged gravel and millings;

Construct / Install Wildlife Exclusion Fence;and

Obstruction Removal

ADDITIVE ALTERNATE #1

Construct Apron Expansion – East Apron (approx. 500’ x 225’); Reconstruct from existing Runway Taxiway B ~1500’ East of apron area; and Construct Taxiways C1/E and B2/F.


Construct Taxiways B1/E, B4 and C.


Reconstruct Apron Area near Hangar Café. Construct Taxiway F


Reconstruct North Apron Area.

A Pre-Bid Conference will take place on June 4, 2020, at 1:30 p.m. at the Ravalli County Airport in Hamilton, MT.

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Item Number

Estimated Quantity Unit Unit Description Unit Price Total Price

PAGE 2 PROPOSAL

000 10 EA Example Bid Item

$155.30 One Hundred Fifty-Five dollars and thirty cents Per LS $ 1553.00

Unit Price Written in Words on this line – Typical of All Bid Items and Schedules

BASE BID 101 1 LS Mobilization (Shall not exceed 5%

of Subtotal Price) (C-105-6.1)

Per LS 102 1 LS Contractor Quality Control Program

(Shall not exceed 2% of Subtotal Price) (C-100-14.1) Per LS

103 53,602 SY Pulverize In-Place Existing Asphalt Pavement (Various Depths) (P-101-5.1, SP#30)

Per SY 104 2,025 CY Haul Place and Compact Pulverize

Material on Hangar Access Road (P-101-5.1, SP#30)

Per CY 105 7,012 CY Haul and Stockpile Pulverized

Material - Off-Site (P-101-5.1, SP#30)

Per CY 106 1,972 SF Paint Removal

(SP #46)

Per SF 107 1 LS Remove & Dispose of Drop Inlet /

Manhole (P-101-5.7, SP#29)

Per LS 108 1 LS Remove Culverts and Salvage to

Owner or Dispose of Off-Site (all sizes & types) (P-101-5.7, SP#29) Per LS

NOT FOR BIDDIN

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Item Number


PROPOSAL PAGE 3

109 1 LS Remove and Dispose of Tiedown Anchors (P-101-5.7, SP#29)

Per LS

110 1 LS Remove and Dispose of Concrete Slab / Foundation (P-101-5.1, SP#29)

Per LS

111 1 LS Remove and Dispose of Farm Fence and Gates (SP #29 )

Per LS

112 1 LS Remove and Salvage Irrigation Main (SP #29 )

Per LS

113 1 LS Clearing & Grubbing - Cottonwood Tree Removal along Stock Farm Road (P-151-4.2, SP#29) Per LS

114 1 LS Site Clearing (Mostly along bench and interceptor ditchs) (P-151-4.1, SP#29 )

Per LS

115 1 LS Clearing & Grubbing - Cottonwood Tree Removal along Tammany Lane (P-151-4.2, SP#29) Per LS

116 1 EA Clearing & Grubbing - Pine Tree Removal at Daly Ditch Property (P-151-4.2, SP#29)

Per EA

117 1 LS Debris Removal Daly Ditch Property Line (SP #29 )

Per LS

118 40,764 CY Topsoil Stripping, Stockpiling, Placing (T-905-5.1, SP#31)

Per CY

NOT FOR BID

DING

Item Number


PAGE 4 PROPOSAL

119 587,943 CY Unclassified Excavation & Embankment or Disposal Off-Site (P-152-4.1, SP#32)

Per CY

120 13,265 CY Unsuitable Excavation & Embankment or Disposal Off-Site (P-152-4.1, SP#33)

Per CY

121 19,703 LF Edge Drains (French Drain Trench Type - Complete) (D-705-5.1, SP#35)

Per LF

122 66,669 SY Geotextile Separation Fabric, Class 1(P-669-5.1)

Per SY

123 66,669 SY Geosynthetic Geogrid (P-670-5.1)

Per SY

124 16,510 CY Aggregate Base Course (P-208-5.1)

Per CY

125 60 TON Bituminous Prime Coat (SS-1) (P-602-5.1)

Per TON

126 23,227 TON Asphalt Surface Course (P-401-8.1)

Per TON

127 20 TON Bituminous Tack Coat (SS-1) (P-603-5.1)

Per TON

128 1,112 TON Bituminous Material, Asphalt Cement (PG 64-28) (P-401-8.2)

Per TON

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PROPOSAL PAGE 5

129 283 TON Bituminous Material, Asphalt Cement (PG 70-28) (P-401-8.2)

Per TON

130 192 GAL Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment (P-630-7.1) Per GAL

131 21 EA Tie-Down Anchors (SP #37)

Per EA

132 4,800 LF Crack Preparation and Sealing(P-605-5.1)

Per LF

133 11,559 SY Emulsified Asphalt Seal Coat (P-608-8.1)

Per SY

134 25,730 SF Runway Painting (Half-Rate Application - Solid White) (P-620-5.1-1)

Per SF

135 25,730 SF Runway Painting (Full-Rate Application - Solid White) (P-620-5.1-3)

Per SF

136 738 SF Taxiway Painting (Half-Rate Application - Solid Yellow) (P-620-5.1-5)

Per SF

137 8,939 SF Taxiway Painting (Full-Rate Application - Solid Yellow) (P-620-5.1-6)

Per SF

138 1 LS Gird Creek Modifications - includes Corps of Engineers and MFWP coordination, temporary diversion, design features (erosion control matting, etc.). (Construction Plans) Per LS

NOT FOR BID

DING

Item Number


PAGE 6 PROPOSAL

139 920 LF Install 8" C900 irrigation water main (MPWSS 02221)

Per LF

140 364 LF Culvert - 12" RCP including FETS (D-701-5.1)

Per LF

141 264 LF Culvert - 18" RCP including FETS (D-701-5.1)

Per LF

142 164 LF Culvert - 13.5" x 22" RCPA including FETS (D-701-5.1)

Per LF

143 313 LF Culvert - 42" RCP including FETS; includes fabric, grid and select fill (D-701-5.1)

Per LF

144 393 LF Culvert - 60" RCP including FETS; includes fabric, grid, interior rip-rap, and select fill (D-701-5.1) Per LF

145 689 LF Apron Trench Drain (Construction Plans)

Per LF

146 4 EA Catch Basin (D-751-5.2)

Per EA

147 1

EA 48" Manhole (D-751-5.1)

Per EA

148 56 EA 12" RCP Outfall (D-701-5.1)

Per EA

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PROPOSAL PAGE 7

149 850 EA 18" RCP Outfall (D-701-5.1)

Per EA

150 1 LS Landscaping / Sidewalk Repair (SP#38)

Per LS

151 1 LS Relocate / Upgrade Service Meter (For Electrical Enclosure) (SP#41)

Per LS

152 1 EA Remove and Dispose of Electrical and Navaid Equipment (SP#42)

Per EA

153 12 HR Electrical / Utility Troubleshooting (SP#43)

Per HR

154 29,512 LF 2" Sch. 40 PVC Duct Installed as Direct Bury (L-110-5.2)

Per LF

155 780 LF 4" Sch. 80 PVC Duct Installed as Direct Bury(L-110-5.2)

Per LF

156 11,953 LF 1/C #8 5kV L-824 Cable, Black (Runway) (L-108-5.1)

Per LF

157 16,531 LF 1/C #8 5kV L-824 Cable, Blue (Taxiway) (L-108-5.1)

Per LF

158 2,524 LF 1/C #8 5kV L-824 Cable, White (Runway 35 PAPI) (L-108-5.1)

Per LF

NOT FOR BID

DING

Item Number


PAGE 8 PROPOSAL

159 9,025 LF 1/C #8 5kV L-824 Cable, Red (Runway 17 PAPI) (L-108-5.1)

Per LF 160 4 EA L867B Junction Can

(L-115-5.2)

Per EA 161 6 EA L867D Junction Can

(L-115-5.2)

Per EA 162 12 EA L-861 MIRL 24" High, Base

Mounted, Clear Lens, L-830-1Transformer, L-823 Connector, andGround Rod(L-125-5.1) Per EA

163 40 EA L-861 MIRL 24" High, BaseMounted, Clear/Amber Lens, L-830-1 Transformer, L-823 Connector,and Groud Rod(L-125-5.1) Per EA

164 16 EA L-861E MIRL 24" High, BaseMounted, Red/Green Lens, L-830-1Transformer, L-823 Connector, andGround Rod(L-125-5.4) Per EA

165 150 EA L-861T MITL, 24" High, BaseMounted, Blue Lens, L-830-1Transformer, L-823 Connector,Ground Rod, and LED Lamp(L-125-5.2) Per EA

166 56 EA Retroreflective Taxiway Markers (L-125-5.3)

Per EA 167 15 EA L-858 Lighted Sign, "Specified

Legends" (Size 2, Style 2, Class 2,Mode 2)(L-125-5.5) Per EA

168 1 LS L-807 Windcone, Style I-B, Size 2on Tipdown Tower - complete(L-107-5.1)

Per LS

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PROPOSAL PAGE 9

169 1 LS Segmented Circle (L-107-5.3)

Per LS

170 21,096 LF #6 AWG, Bare, Solid, Copper Counterpoise, Installed as Direct Burial, including Groud Rods (L-108-5.2) Per LF

171 2 EA L-881 "Two Box" PAPI, Style A, Class II w/ FAA Flight Check Attendance (L-125-5.7) Per EA

172 16 EA In-Pavement Aluminum Duct Markers (Construction Plans)

Per EA

173 1 LS Electrical Vault - Prefabricated Structure (SP#44)

Per LS

174 1 LS Electrical Enclosure / Vault Equipment (L-109-7.2, SP#45)

Per LS

175 1 LS Farm Fence Removal and Disposal Off-Site (SP#28)

Per LS

176 2 EA Install Double Cattle Guard (Construction Plans)

Per EA

177 20,144 LF Wildlife Deterrent Fence - 10' Height (F-164-5.1)

Per LF

178 4 EA Wildlife Deterrent Fence Manual Gates - 12'(F-164-5.3a)

Per EA

NOT FOR BID

DING

Item Number


PAGE 10 PROPOSAL

179 2 EA Wildlife Deterrent Fence Manual Gates - 24' (F-164-5.3a)

Per EA

180 210 LF Wire Fence with Steel Posts, Class D (F-161-5.1b, SP#50)

Per LF

181 8 AC Seeding, Fertilizing, and Mulching (T-901-5.1, T-908-5.1, SP#57)

Per AC

182 74 AC Seeding & Fertilizing (T-901-5.1)

Per AC

183 2 EA Runway End Monuments (SP#36)

Per EA

TOTAL BASE BID: $

Total – Base Bid Price Written in Words

- End of Base Bid -

NOT FOR BIDDIN

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Item Number


PROPOSAL PAGE 11

AA1-00 10 EA Example Bid Item $155.30

One Hundred Fifty-Five dollars and thirty cents Per LS $ 1553.00 Unit Price Written in Words on this line – Typical of All Bid Items and Schedules


AA1-1 1 LS Mobilization (Shall not exceed 5% of Subtotal Price) (C-105-6.1)

Per LS AA1-2 1 LS Contractor Quality Control Program


AA1-3 1,382 SY Pulverize In-Place Existing Asphalt Pavement (Various Depths) (P-101-5.1 & SP#30)

Per SY AA1-4 461 CY Haul and Stockpile Pulverized

Material - Off-Site (P-101-5.1 & SP#30)

Per CY AA1-5 1 LS Remove Culvert and Salvage to

Owner or Dispose of Off-Site (12" RCP) (P-101-5.7, SP#29) Per LS

AA1-6 1,250 CY Topsoil Stripping, Stockpiling, Placing (T-905-5.1 & SP#31)

Per CY AA1-7 14,553 CY Unclassified Excavation &

Embankment or Disposal Off-Site (P-152-4.1, SP#32)

Per CY AA1-8 1,525 CY Unsuitable Excavation &


Per CY AA1-9 3,995 LF Edge Drains (French Drain Trench

Type - Complete) (D-705-5.1 & SP#35)

Per LF

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PAGE 12 PROPOSAL

AA1-10 1 LS French Drain (includes excavation, fabric, and Class I Random Riprap) (SP#39)

Per LS AA1-11 26,068 SY Geotextile Separation Fabric, Class

1 (P-669-5.1)

Per SY AA1-12 26,068 SY Geosynthetic Geogrid

(P-670-5.1)

Per SY AA1-13 4,292 CY Aggregate Base Course

(P-208-5.1)

Per CY AA1-14 16 TON Bituminous Prime Coat (SS-1)

(P-602-5.1)

Per TON AA1-15 5,934 TON Asphalt Surface Course

(P-401-8.1)

Per TON AA1-16 6 TON Bituminous Tack Coat (SS-1)

(P-603-5.1)

Per TON AA1-17 114 TON Bituminous Material, Asphalt

Cement (PG 64-28) (P-401-8.2)


Cement (PG 70-28) (P-401-8.2)

Per TON AA1-19 200 GAL Refined Coal Tar Emulsion Without

Additives, Slurry Seal Surface Treatment (P-630-7.1) Per GAL

AA1-20 60 EA Tie-Down Anchors (SP#37)

Per EA

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Item Number


PROPOSAL PAGE 13

AA1-21 3,318 SF Taxiway Painting (Full-Rate Application - Solid Yellow) (P-620-5.1-6)

Per SF AA1-22 76 LF Culvert - 12" RCP including FETS

(D-701-5.1)

Per LF AA1-23 492 LF Culvert - 18" RCP including FETS

(D-701-5.1)

Per LF AA1-24 591 LF Apron Trench Drain

(Construction Plans)

Per LF AA1-25 1 EA Catch Basin

(D-751-5.2)

Per EA AA1-26 272 EA 12" RCP Outfall

(D-701-5.1)

Per EA AA1-27 2 EA In-Pavement Aluminum Duct

Markers (Construction Plans)

Per EA AA1-29 5 AC Seeding & Fertilizing

(T-901-5.1)

Per AC

TOTAL ADDITIVE ALTERNATE #1: $

Total – Additive Alternate #1 Price Written in Words

- End of Additive Alternate #1 -

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Item Number


PAGE 14 PROPOSAL

AA2-00 10 EA Example Bid Item



ADDITIVE ALTERNATE #2 AA2-1 1 LS Mobilization (Shall not exceed 5% of

Subtotal Price) (C-105-6.1)




Per SY AA2-4 5,870 CY Haul and Stockpile Pulverized


Per CY AA2-5 1 LS Remove Culvert and Salvage to

Owner or Dispose of Off-Site (all sizes & types) (P-101-5.7, SP#29) Per LS

AA2-6 5,298 CY Topsoil Stripping, Stockpiling, Placing (T-905-5.1 & SP#31)



Per CY AA2-8 14,897 CY Unsuitable Excavation &


Per CY

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Item Number


PROPOSAL PAGE 15

AA2-9 7,960 LF Edge Drains (French Drain Trench Type - Complete) (D-705-5.1 & SP#35)

Per LF AA2-10 18,932 SY Geotextile Separation Fabric, Class

1 (P-669-5.1)


(P-670-5.1)

Per SY AA2-12 3,094 CY Aggregate Base Course

(P-208-5.1)


(P-602-5.1)


(P-401-8.1)


(P-603-5.1)


Cement (PG 64-28) (P-401-8.2)

Per TON AA2-17 476 SY Portland Cement Concrete

Pavement - Hangar Approach Tie-Ins (MPWSS 02515 – 4.1.C.1) Per SY

AA2-18 2,943 SF Taxiway Painting (Full-Rate Application - Solid Yellow) (P-620-5.1-6)

Per SF

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PAGE 16 PROPOSAL

AA2-19 224 LF Culvert - 12" RCP including FETS (D-701-5.1)

Per LF AA2-20 142 LF Culvert - 18" RCP including FETS

(D-701-5.1)

Per LF AA2-21 92 LF 4" Sch. 80 PVC Duct Installed as

Direct Bury (L-110-5.2)

Per LF AA2-22 2 EA In-Pavement Aluminum Duct


Per EA AA2-23 2 AC Seeding, Fertilizing, and Mulching

(T-901-5.1, T-908-5.1, SP#57)

Per AC AA2-24 16 AC Seeding & Fertilizing

(T-901-5.1)

Per AC



- End of Additive Alternate #2 -NOT FOR BIDDIN

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Item Number


PROPOSAL PAGE 17

AA3-00 10 EA Example Bid Item







AA3-3 221 LF Remove and Dispose of Farm Fence, Chain Link Fence and Gates (SP#28)

Per LF AA3-4 2,131 SY Pulverize In-Place Existing Asphalt

Pavement (Various Depths) (P-101-5.1 & SP#30)

Per SY AA3-5 710 CY Haul and Stockpile Pulverized


Per CY AA3-6 1 LS Remove and Dispose of Tiedown

Anchors (P-101-5.7, SP#29)

Per LS AA3-7 732 CY Topsoil Stripping, Stockpiling,

Placing (T-905-5.1 & SP#31)



Per CY

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PAGE 18 PROPOSAL

AA3-9 1,458 CY Unsuitable Excavation & Embankment or Disposal Off-Site (P-152-4.1, SP#33)

Per CY AA3-10 1,675 LF Edge Drains (French Drain Trench


Per LF AA3-11 3,719 SY Geotextile Separation Fabric, Class

1 (P-669-5.1)


(P-670-5.1)

Per SY AA3-13 612 CY Aggregate Base Course

(P-208-5.1)


(P-602-5.1)

Per TON AA3-15 860 TON Asphalt Surface Course

(P-401-8.1)


(P-603-5.1)

Per TON AA3-17 25 TON Bituminous Material, Asphalt Cement

(PG 64-28) (P-401-8.2)


(PG 70-28) (P-401-8.2)

Per TON

NOT FOR BIDDIN

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Item Number


PROPOSAL PAGE 19

AA3-19 20 GAL Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment (P-630-7.1) Per GAL

AA3-20 6 EA Tie-Down Anchors (SP #37)

Per EA AA3-21 474 SF Taxiway Painting (Full-Rate

Application - Solid Yellow) (P-620-5.1-6)

Per SF AA3-22 76 LF Culvert - 12" RCP including FETS

(D-701-5.1)

Per LF AA3-23 45 LF 4" Sch. 80 PVC Duct Installed as

Direct Bury (L-110-5.2)

Per LF AA3-24 2 EA In-Pavement Aluminum Duct


Per EA AA3-25 0.5 AC Seeding, Fertilizing, and Mulching

(T-901-5.1, T-908-5.1, SP#57)

Per AC AA3-26 1 AC Seeding & Fertilizing

(T-901-5.1)

Per AC



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Item Number


PAGE 20 PROPOSAL


AA4-00 10 EA Example Bid Item $155.30

One Hundred Fifty-Five dollars and thirty cents Per LS $ 1553.00 Unit Price Written in Words on this line – Typical of All Bid Items and Schedules






Per SY AA4-4 1,493 CY Haul and Stockpile Pulverized


Per CY AA4-5 1 LS Remove and Dispose of Tiedown

Anchors (P-101-5.7, SP#29)

Per LS AA4-6 24 CY Topsoil Stripping, Stockpiling, Placing

(T-905-5.1 & SP#31)



Per CY AA4-8 150 CY Unsuitable Excavation &


Per CY AA4-9 502 LF Edge Drains (French Drain Trench


Per LF

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Item Number


PROPOSAL PAGE 21

AA4-10 4,867 SY Geotextile Separation Fabric, Class 1 (P-669-5.1)


(P-670-5.1)

Per SY AA4-12 801 CY Aggregate Base Course

(P-208-5.1)


(P-602-5.1)


(P-401-8.1)


(P-603-5.1)


(PG 70-28) (P-401-8.2)

Per TON AA4-17 248 SF Taxiway Painting (Full-Rate

Application - Solid Yellow) (P-620-5.1-6)

Per SF AA4-18 340 LF Apron Trench Drain

(Construction Plans)

Per LF




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PROPOSAL

The following constants and contingency factors have been used as the basis for quantities in this Proposal: Pulverize Asphalt Pavements (P-101) Area on plans with no contingencies. Saw cutting is incidental

to pavement removal. Depths of pulverization varies according to two times asphalt depth.

Haul Place and Compact Pulverized Aggregate from the pulverization effort will be placed and

compacted on a hangar access road. Quantity is compacted volume measured in place. (8” x 16’ wide x length)

Haul and Stockpile Pulverized Remaining salvageable aggregate: Pay to neat lines of removed

material from its original position less material used for road surfacing. Estimated as 1’ of depth on runway, apron and other pulverized areas.

Remove Pavement Markings Plan areas. Topsoil Stripping, Stockpiling, and Plan area of disturbance x 3-inches depth. Placing (T-905) Unclassified Excavation (P-152, SP#32) Design cut volumes. Unsuitable Excavation (P-152, SP# 33) Design cut volumes. Storm Drain (D-701) Plan linear distances (between the catch basin or manhole

barrels), not including inlet or manhole barrel inside diameter. Edge Drains (D-705) Plan linear distances. Depth will vary. See Special Provision

#35. Geotextile Separation Fabric (P-669) Pay to neat lines only of subbase “footprint”. Does not include

overlap or “key”. Aggregate Base Course (P-208) Pay to neat lines only for base course footprint areas. Includes

1-ft gravel pavement edge times depth for 1 ½” reveal. Emulsified Asphalt Prime Coat (P-602) Neat line pavement footprint, 0.15 gal/SY undiluted (0.30

diluted) at 241 gal/ton, with no contingencies. Asphalt Surface Course (P-401) 115#/SY-inch + 5% contingency. Emulsified Asphalt Tack Coat (P-603) Neat line pavement footprint, 0.05 gal/SY undiluted (0.10

diluted) at 241 gal/ton, with no contingencies. Asphalt Binder (P-401) 6.0% by weight of total asphalt surface course. Refined Coal Tar Emulsion for Slurry Area on plans with no contingencies. First application at 0.16 Coat with Aggregate (P-630) gal/SY, and second application at 0.12 gal/SY. Crack Preparation and Sealing (P-101) Estimated from 2018 PCI Study sampling

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PROPOSAL PAGE 23

Emulsified Asphalt Seal Coat (P-608) Area on Plans with no contingencies. Anticipated application

rate of 0.15 gal/SY at 1:1 dilution rate. Portland Cement Concrete Pavement Area on Plans with no contingencies. (MPWSS 02515) Paint Removal (SP#48) Area on plans with no contingencies. Includes removal of non-

movement area marking in 1.5’ wide section (including spaces between line and between dashes).

Pavement Markings (P-620) Area on Plans with no contingencies. Full-rate bid items are

115 sf/gal (approximately 14 mils). All applications include 7 lbs/gal of Type I (highway grade) reflective media.

Culverts (D-701) Plan linear distances including FETS. PVC Conduit (L-110) Plan linear distances with no contingencies. 1/C #8 5kV Cable (L-108) Plan linear distances plus 8’ of slack at each light, junction can,

or sign where the wire has a splice / connection, but not for a “pass-through” (2’ in the base plus 2’ out of the base, per wire).

No. 6 AWG Solid Bare Plan linear distances. Copper Counterpoise (L-108) Seed and Fertilizer (T-901) Plan areas of disturbance. Seed, Fertilizer, and Mulch (T-901, 908) Plan areas of disturbance. Wildlife Exclusion Fence (F-164) Plan linear distances, excluding all gates. Wire Fence with Steel Posts (F-161) Plan linear distances, includes wire gate. The undersigned Bidder agrees to furnish the required bonds and to enter into a Contract for the work awarded to him within 10 consecutive calendar days from and including the date of his acceptance of this Proposal. The Bidder further agrees that, if awarded the Contract, they will Commence Work: The Contractor is not required to commence work until a

Notice to Proceed is issued, which shall be coordinated with the Contractor. The Contractor(s) will commence work within 10 calendar days after the date of the "Notice to Proceed," and further agrees to,

Complete Work: for the Base Bid using 153 calendar days from and including

the date(s) authorized in the Notice(s) to Proceed, with an additional 28 calendar days for Additive Alternate #1 and 17

NOT FOR BIDDIN

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PROPOSAL

days for any combination of the remaining Additive Alternates. All work to be completed by November 1, 2021, excepting final paint application and seeding, fertilizing, and mulching.

Enclosed herewith is a bid bond/cashier’s check in the amount of__________________________ ________________________________ $________________(10% of the Base Bid) which the undersigned agrees is to be forfeited to and become the property of Ravalli County, Montana as liquidated damages, should this Proposal be accepted and the Contract awarded to him and he fail to enter into a contract in the form prescribed and to furnish the required bond within 10 days as above stipulated, but otherwise, the check or bid bond shall be returned to the undersigned upon the signing of the contract and delivery of the approved bond to the Owner.

NOTICE OF REQUIREMENT FOR AFFIRMATIVE ACTION to ENSURE EQUAL EMPLOYMENT OPPORTUNITY

41 CFR part 60-4, Executive Order 11246

1. The Offeror’s or Bidder’s attention is called to the “Equal Opportunity Clause” and the “Standard Federal Equal Employment Opportunity Construction Contract Specifications” set forth herein. 2. The goals and timetables for minority and female participation, expressed in percentage terms for the Contractor’s aggregate workforce in each trade on all construction work in the covered area, are as follows: Timetables

Goals for minority participation for each trade: 2.7% (Applies to Ravalli County) Goals for female participation in each trade: 6.9%

These goals are applicable to all of the Contractor’s construction work (whether or not it is Federal or federally assisted) performed in the covered area. If the Contractor performs construction work in a geographical area located outside of the covered area, it shall apply the goals established for such geographical area where the work is actually performed. With regard to this second area, the Contractor also is subject to the goals for both its federally involved and non-federally involved construction. The Contractor’s compliance with the Executive Order and the regulations in 41 CFR Part 60-4 shall be based on its implementation of the Equal Opportunity Clause, specific affirmative action obligations required by the specifications set forth in 41 CFR 60-4.3(a) and its efforts to meet the goals. The hours of minority and female employment and training must be substantially uniform throughout the length of the contract, and in each trade, and the Contractor shall make a good faith effort to employ minorities and women evenly on each of its projects. The transfer of minority or female employees or trainees from Contractor to Contractor or from project to project for the sole purpose of meeting the Contractor’s goals shall be a violation of the contract, the Executive Order and the regulations in 41 CFR Part 60-4. Compliance with the goals will be measured against the total work hours performed. 3. The Contractor shall provide written notification to the Director of the Office of Federal Contract Compliance Programs (OFCCP) within 10 working days of award of any construction subcontract in excess of $10,000 at any tier for construction work under the contract resulting from this solicitation. The notification shall list the name, address, and telephone number of the subcontractor; employer identification number of the subcontractor; estimated dollar amount of the subcontract; estimated starting and completion dates of the subcontract; and the geographical area in which the subcontract is to be performed. 4. As used in this notice and in the contract resulting from this solicitation, the “covered area” is

State: Montana County: Ravalli City: Hamilton

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PROPOSAL PAGE 25

DISADVANTAGED BUSINESS ENTERPRISE PROGRAM (Race/Gender Neutral Means)

The requirements of 49 CFR part 26 apply to this contract. It is the policy of Ravalli County to practice nondiscrimination based on race, color, sex, or national origin in the award or performance of this contract. The Owner encourages participation by all firms qualifying under this solicitation regardless of business size or ownership. The prime contractor agrees to use MDT certified DBE’s in the award of subcontracts to the fullest extent consistent with the performance of this contract. Under this certification, the bidder agrees to maintain records to document all contracts and specific efforts made to identify potential DBE firms, seek out, and utilize DBE contractors. Bidders are encouraged to utilize the Letter of Intent to indicate commitment to using a DBE for any portion of the work in the project. The Bidder’s List will be used by Ravalli County to gather information for use in determining appropriate DBE goals for upcoming fiscal years. Each firm, bidding on prime contracts and bidding or quoting subcontracts shall submit a completed Bidder’s List. If the prime contractor has not received any bid or sub-quote information, the prime bidder shall indicate “NONE” on the Bidder’s List. Ravalli County, Montana will use the certification standards of Subpart D of part 26 and the certification procedures of Subpart E of part 26 to determine the eligibility of firms to participate as DBEs in DOT-assisted contracts. To be certified as a DBE, a firm must meet all certification eligibility standards. We will make our certification decisions decision based on Montana Department of Transportation acceptance. The certification application form and documentation requirements are found in the Montana Department of Transportation’s DBE program as Attachment A. This can be found at: http://www.mdt.mt.gov/business/contracting/civil/dbe.shtml For information about the certification process or to apply for certification, firms should contact: the Montana Department of Transportation Civil Rights office (406) 444-7287 or 1-800-883-5811.

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http://www.mdt.mt.gov/business/contracting/civil/dbe.shtml

PROPOSAL

BIDDERS LIST

All firms bidding or quoting on subcontracts for this DOT-assisted project are listed below. (Indicate “NONE” if no quotes are received)

This Sheet May Be Copied with Multiples Included

Firm Name Address Certified DBE*

(Y or N)

Age of Firm

GRS**

* Verify status via Montana Department of Transportation DBE Directory: http://www.mdt.mt.gov/business/contracting/civil/dbe-newdir.shtml

**GRS – Annual Gross Receipts Enter 1 for less than $500k Enter 2 for more than $500K, less than $1 million Enter 3 for more than $1 million, less than $2 million Enter 4 for more than $2 million, less than $5 million Enter 5 for more than $5 million.

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http://www.mdt.mt.gov/business/contracting/civil/dbe-newdir.shtml

PROPOSAL PAGE 27

LETTER OF INTENT

TO USE A DBE FIRM FOR SUBCONTRACTING OPPORTUNITY (Complete this section if you are using any DBE firms, otherwise disregard)

Name of Bidder's Firm: _________________________________________________________________ Bidder's Address: ______________________________________________________________________ City: ____________________________________________ State: __________ Zip: ___________ Name of DBE Firm: ____________________________________________________________________ Address: _____________________________________________________________________________ City: ____________________________________________ State: __________ Zip: ___________ Telephone (including area code): _________________________________________________________ Description of work to be performed by DBE Firm: ____________________________________________________________________________________

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Bidder intends to utilize the above-named DBE firm for the work described above. The estimated amount of work is valued at $ _____________________. If the above-named bidder is not determined to be the successful bidder, the Letter of Intent shall be null and void.

(Please use a copy of this page for each DBE subcontractor. Staple additional pages into this booklet)

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BUY AMERICA CERTIFICATION 49 USC Section 50101

Certificate of Buy American Compliance for Manufactured Products As a matter of bid responsiveness, the bidder or offeror must complete, sign, date, and submit this certification statement with their proposal. The bidder or offeror must indicate how they intend to comply with 49 USC § 50101 by selecting one on the following certification statements. These statements are mutually exclusive. Bidder must select one or the other (not both) by inserting a checkmark () or the letter “X”. Bidder or offeror hereby certifies that it will comply with 49 USC § 50101 by:

a) Only installing steel and manufactured products produced in the United States; b) Installing manufactured products for which the Federal Aviation Administration (FAA)

has issued a waiver as indicated by inclusion on the current FAA Nationwide Buy American Waivers Issued listing; or

c) Installing products listed as an Excepted Article, Material or Supply in Federal Acquisition Regulation Subpart 25.108.

By selecting this certification statement, the bidder or offeror agrees: 1. To provide to the Owner evidence that documents the source and origin of the steel and

manufactured product. 2. To faithfully comply with providing U.S. domestic product. 3. To furnish U.S. domestic product for any waiver request that the FAA rejects 4. To refrain from seeking a waiver request after establishment of the contract, unless

extenuating circumstances emerge that the FAA determines justified.

The bidder or offeror hereby certifies it cannot comply with the 100 percent Buy American Preferences of 49 USC § 50101(a) but may qualify for either a Type 3 or Type 4 waiver under 49 USC § 50101(b). By selecting this certification statement, the apparent bidder or offeror with the apparent low bid agrees: 1. To the submit to the Owner within 15 calendar days of the bid opening, a formal waiver

request and required documentation that supports the type of waiver being requested. 2. That failure to submit the required documentation within the specified timeframe is cause

for a non-responsive determination may result in rejection of the proposal. 3. To faithfully comply with providing U.S. domestic products at or above the approved U.S.

domestic content percentage as approved by the FAA. 4. To refrain from seeking a waiver request after establishment of the contract, unless

extenuating circumstances emerge that the FAA determines justified.

Required Documentation

Type 3 Waiver – The cost of the item components and subcomponents produced in the United States is more than 60 percent of the cost of all components and subcomponents of the “item”. The required documentation for a Type 3 waiver is:

a) Listing of all product components and subcomponents that are not comprised of 100 percent U.S. domestic content (Excludes products listed on the FAA Nationwide Buy American Waivers Issued listing and products excluded by Federal Acquisition Regulation Subpart 25.108; products of unknown origin must be considered as non- domestic products in their entirety).

b) Cost of non-domestic components and subcomponents, excluding labor costs associated with final assembly at place of manufacture.

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PROPOSAL PAGE 29

c) Percentage of non-domestic component and subcomponent cost as compared to total “item” component and subcomponent costs, excluding labor costs associated with final assembly at place of manufacture.

Type 4 Waiver – Total cost of project using U.S. domestic source product exceeds the total project cost using non-domestic product by 25 percent. The required documentation for a Type 4 waiver is:

a) Detailed cost information for total project using U.S. domestic product b) Detailed cost information for total project using non-domestic product

False Statements: Per 49 USC § 47126, this certification concerns a matter within the jurisdiction of the Federal Aviation Administration and the making of a false, fictitious or fraudulent certification may render the maker subject to prosecution under Title 18, United States Code. Date Signature

Company Name Title

CERTIFICATION OF OFFERER/BIDDER REGARDING DEBARMENT 2 CFR part 180 (Subpart C), 2 CFR part 1200, DOT Order 4200.5

By submitting a bid/proposal under this solicitation, the bidder or offeror certifies that neither it nor its principals are presently debarred or suspended by any Federal department or agency from participation in this transaction.

CERTIFICATION REGARDING LOBBYING 31 USC § 1352, 2 CFR part 200, Appendix II(J), 49 CFR part 20, Appendix A

The Bidder or Offeror certifies by signing and submitting this bid or proposal, to the best of his or her knowledge and belief, that:

(1) No Federal appropriated funds have been paid or will be paid, by or on behalf of the Bidder or Offeror, to any person for influencing or attempting to influence an officer or employee of an agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with the awarding of any Federal contract, the making of any Federal grant, the making of any Federal loan, the entering into of any cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal contract, grant, loan, or cooperative agreement.

(2) If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with this Federal contract, grant, loan, or cooperative agreement, the undersigned shall complete and submit Standard Form-LLL, “Disclosure Form to Report Lobbying,” in accordance with its instructions.

(3) The undersigned shall require that the language of this certification be included in the award documents for all sub-awards at all tiers (including subcontracts, subgrants, and contracts under grants, loans, and cooperative agreements) and that all sub-recipients shall certify and disclose accordingly.

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This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by section 1352, title 31, U.S. Code. Any person who fails to file the required certification shall be subject to a civil penalty of not less than $10,000 and not more than $100,000 for each such failure.

CERTIFICATION OF OFFERER/BIDDER REGARDING TAX DELINQUENCY AND FELONY

CONVICTIONS

Sections 415 and 416 of Title IV, Division L of the Consolidated Appropriations Act, DOT Order 4200.6

The applicant must complete the following two certification statements. The applicant must indicate its current status as it relates to tax delinquency and felony conviction by inserting a checkmark () in the space following the applicable response. The applicant agrees that, if awarded a contract resulting from this solicitation, it will incorporate this provision for certification in all lower tier subcontracts. Certifications

1) The applicant represents that it is ☐ is not ☐ a corporation that has any unpaid Federal tax liability that has been assessed, for which all judicial and administrative remedies have been exhausted or have lapsed, and that is not being paid in a timely manner pursuant to an agreement with the authority responsible for collecting the tax liability. 2) The applicant represents that it is ☐ is not ☐ a corporation that was convicted of a criminal violation under any Federal law within the preceding 24 months. Note

If an applicant responds in the affirmative to either of the above representations, the applicant is ineligible to receive an award unless the sponsor has received notification from the agency suspension and debarment official (SDO) that the SDO has considered suspension or debarment and determined that further action is not required to protect the Government’s interests. The applicant therefore must provide information to the owner about its tax liability or conviction to the Owner, who will then notify the FAA Airports District Office, which will then notify the agency’s SDO to facilitate completion of the required considerations before award decisions are made. Term Definitions

Felony conviction: Felony conviction means a conviction within the preceding twenty-four (24) months of a felony criminal violation under any Federal law and includes conviction of an offense defined in a section of the U.S. code that specifically classifies the offense as a felony and conviction of an offense that is classified as a felony under 18 U.S.C. § 3559. Tax Delinquency: A tax delinquency is any unpaid Federal tax liability that has been assessed, for which all judicial and administrative remedies have been exhausted, or have lapsed, and that is not being paid in a timely manner pursuant to an agreement with the authority responsible for collecting the tax liability.

TRADE RESTRICTION CLAUSE

49 USC § 50104, 49 CFR part 30

By submission of an offer, the Offeror certifies that with respect to this solicitation and any resultant contract, the Offeror –

1) is not owned or controlled by one or more citizens of a foreign country included in the list of countries that discriminate against U.S. firms as published by the Office of the United States Trade

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PROPOSAL PAGE 31

Representative (USTR); 2) has not knowingly entered into any contract or subcontract for this project with a person that is a

citizen or national of a foreign country included on the list of countries that discriminate against U.S. firms as published by the USTR; and

3) has not entered into any subcontract for any product to be used on the Federal project that is produced in a foreign country included on the list of countries that discriminate against U.S. firms published by the USTR.

This certification concerns a matter within the jurisdiction of an agency of the United States of America and the making of a false, fictitious, or fraudulent certification may render the maker subject to prosecution under Title 18 USC Section 1001. The Offeror/Contractor must provide immediate written notice to the Owner if the Offeror/Contractor learns that its certification or that of a subcontractor was erroneous when submitted or has become erroneous by reason of changed circumstances. The Contractor must require subcontractors provide immediate written notice to the Contractor if at any time it learns that its certification was erroneous by reason of changed circumstances. Unless the restrictions of this clause are waived by the Secretary of Transportation in accordance with 49 CFR 30.17, no contract shall be awarded to an Offeror or subcontractor:

1) who is owned or controlled by one or more citizens or nationals of a foreign country included on the list of countries that discriminate against U.S. firms published by the USTR or

2) whose subcontractors are owned or controlled by one or more citizens or nationals of a foreign country on such USTR list or

3) who incorporates in the public works project any product of a foreign country on such USTR list.

Nothing contained in the foregoing shall be construed to require establishment of a system of records in order to render, in good faith, the certification required by this provision. The knowledge and information of a contractor is not required to exceed that which is normally possessed by a prudent person in the ordinary course of business dealings. The Offeror agrees that, if awarded a contract resulting from this solicitation, it will incorporate this provision for certification without modification in all lower tier subcontracts. The Contractor may rely on the certification of a prospective subcontractor that it is not a firm from a foreign country included on the list of countries that discriminate against U.S. firms as published by USTR, unless the Offeror has knowledge that the certification is erroneous. This certification is a material representation of fact upon which reliance was placed when making an award. If it is later determined that the Contractor or subcontractor knowingly rendered an erroneous certification, the Federal Aviation Administration (FAA) may direct through the Owner cancellation of the contract or subcontract for default at no cost to the Owner or the FAA.

-- (End of Clause) – The Bidder agrees by submitting this proposal that it will include the above clauses without modification in all lower tier transactions, solicitations, proposals, contracts, and subcontracts. Where the Bidder or any lower tier participant is unable to certify to these statements, it shall attach an explanation to this proposal. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any informalities in the bidding. The Bidder hereby certifies (a) that this bid is genuine and is not made in the interest of, or on behalf of,

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any undisclosed person, firm or corporation and is not submitted in conformity with any agreement or rules of any group, association, organization, or corporation; (b) that he has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid; (c) that he has not solicited or induced any person, firm or corporation to refrain from bidding; and (d) that he has not sought by collusion or otherwise to obtain for himself any advantage over any other bidder or over Ravalli County, Montana. The undersigned Bidder hereby agrees to commence work under this contract on the date to be specified in a written Notice to Proceed from the Owner and to fully complete the project within the following specified times thereafter as stipulated in the Specifications. Time is of the essence in completing this project. Bidder further agrees to pay liquidated damages for each working day work continues past the contract time. The undersigned Bidder acknowledges that this information, which was developed by the Engineer, is for design purposes only. The Contractor shall be solely responsible for information required to bid the project. By signing this Proposal, the Contractor acknowledges that he has adequate information independently verified by the Contractor, to prepare and offer this bid. By submitting this bid/proposal, the bidder or offeror certifies that at the time the bidder or offeror submits its proposal that neither it nor its principals are presently debarred or suspended by any Federal department or agency from participation in this transaction. False Statements: Per 49 USC § 47126, this certification concerns a matter within the jurisdiction of the Federal Aviation Administration and the making of a false, fictitious or fraudulent certification may render the maker subject to prosecution under Title 18, United States Code. DATED AT , MONTANA this day of 2020.

Firm Name

Signature

Name & Title

Address

Internal Revenue Service Employer Identification Number The Bidder acknowledges receipt of the following Addenda: Contractor’s Montana Registration Number

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PENAL SUM FORM

EJCDC C-430 Bid Bond (Penal Sum Form) Prepared by the Engineers Joint Contract Documents Committee.

Page 1 of 2

BID BOND

Any singular reference to Bidder, Surety, Owner or other party shall be considered plural where applicable. BIDDER (Name and Address): SURETY (Name and Address of Principal Place of Business): OWNER (Name and Address):

Ravalli County 215 S. 4th Street, Suite A Hamilton, MT 59840-2853

BID Bid Due Date: June 17, 2020 @ 1:30 p.m. Description (Project Name and Include Location):

Airport Improvements to Ravalli County Airport, Hamilton, MT A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

BOND Bond Number: Date (Not earlier than Bid due date): Penal sum $ (Words) (Figures)

Surety and Bidder, intending to be legally bound hereby, subject to the terms set forth below, do each cause this Bid Bond to be duly executed by an authorized officer, agent, or representative.

BIDDER SURETY (Seal) (Seal) Bidder’s Name and Corporate Seal Surety’s Name and Corporate Seal By: By: Signature Signature (Attach Power of Attorney) Print Name Print Name Title Title Attest: Attest: Signature Signature Title Title Note: Above addresses are to be used for giving any required notice. Provide execution by any additional parties, such as joint venturers, if necessary.

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PENAL SUM FORM

EJCDC C-430 Bid Bond (Penal Sum Form) Prepared by the Engineers Joint Contract Documents Committee.

Page 2 of 2

1. Bidder and Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors, andassigns to pay to Owner upon default of Bidder the penal sum set forth on the face of this Bond. Payment of thepenal sum is the extent of Bidder’s and Surety’s liability. Recovery of such penal sum under the terms of this Bondshall be Owner’s sole and exclusive remedy upon default of Bidder.

2. Default of Bidder shall occur upon the failure of Bidder to deliver within the time required by the BiddingDocuments (or any extension thereof agreed to in writing by Owner) the executed Agreement required by theBidding Documents and any performance and payment bonds required by the Bidding Documents.

3. This obligation shall be null and void if:

3.1 Owner accepts Bidder’s Bid and Bidder delivers within the time required by the Bidding Documents (orany extension thereof agreed to in writing by Owner) the executed Agreement required by the Bidding Documents and any performance and payment bonds required by the Bidding Documents, or

3.2 All Bids are rejected by Owner, or

3.3 Owner fails to issue a Notice of Award to Bidder within the time specified in the Bidding Documents (or any extension thereof agreed to in writing by Bidder and, if applicable, consented to by Surety when required by Paragraph 5 hereof).

4. Payment under this Bond will be due and payable upon default of Bidder and within 30 calendar days afterreceipt by Bidder and Surety of written notice of default from Owner, which notice will be given with reasonablepromptness, identifying this Bond and the Project and including a statement of the amount due.

5. Surety waives notice of any and all defenses based on or arising out of any time extension to issue Notice ofAward agreed to in writing by Owner and Bidder, provided that the total time for issuing Notice of Award includingextensions shall not in the aggregate exceed 120 days from Bid due date without Surety’s written consent.

6. No suit or action shall be commenced under this Bond prior to 30 calendar days after the notice of defaultrequired in Paragraph 4 above is received by Bidder and Surety and in no case later than one year after Bid due date.

7. Any suit or action under this Bond shall be commenced only in a court of competent jurisdiction located in thestate in which the Project is located.

8. Notices required hereunder shall be in writing and sent to Bidder and Surety at their respective addresses shownon the face of this Bond. Such notices may be sent by personal delivery, commercial courier, or by United StatesRegistered or Certified Mail, return receipt requested, postage pre-paid, and shall be deemed to be effective uponreceipt by the party concerned.

9. Surety shall cause to be attached to this Bond a current and effective Power of Attorney evidencing theauthority of the officer, agent, or representative who executed this Bond on behalf of Surety to execute, seal, anddeliver such Bond and bind the Surety thereby.

10. This Bond is intended to conform to all applicable statutory requirements. Any applicable requirement of anyapplicable statute that has been omitted from this Bond shall be deemed to be included herein as if set forth atlength. If any provision of this Bond conflicts with any applicable statute, then the provision of said statute shallgovern and the remainder of this Bond that is not in conflict therewith shall continue in full force and effect.

11. The term “Bid” as used herein includes a Bid, offer, or proposal as applicable.

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PART III GENERAL PROVISIONS Section 10 Definition of Terms Section 20 Proposal Requirements and Conditions Section 30 Award and Execution of Contract Section 40 Scope of Work Section 50 Control of Work Section 60 Control of Materials Section 70 Legal Regulations and Responsibility to Public Section 80 Execution and Progress Section 90 Measurement and Payment

GP-1

SECTION 10 DEFINITION OF TERMS

When the following terms are used in these specifications, in the contract, or in any documents or other instruments pertaining to construction where these specifications govern, the intent and meaning shall be defined as follows:

Paragraph Number

Term Definition

10-01 AASHTO The American Association of State Highway and Transportation Officials.

10-02 Access Road The right-of-way, the roadway and all improvements constructed thereon connecting the airport to a public roadway.

10-03 Advertisement A public announcement, as required by local law, inviting bids for work to be performed and materials to be furnished.

10-04 Airport Airport means an area of land or water which is used or intended to be used for the landing and takeoff of aircraft; an appurtenant area used or intended to be used for airport buildings or other airport facilities or rights of way; airport buildings and facilities located in any of these areas, and a heliport.

10-05 Airport Improvement Program (AIP)

A grant-in-aid program administered by the Federal Aviation Administration (FAA).

10-06 Air Operations Area (AOA)

The term air operations area (AOA) shall mean any area of the airport used or intended to be used for the landing, takeoff, or surface maneuvering of aircraft. An air operation area shall include such paved or unpaved areas that are used or intended to be used for the unobstructed movement of aircraft in addition to its associated runway, taxiway, or apron.

10-07 Apron Area where aircraft are parked, unloaded or loaded, fueled and/or serviced.

10-08 ASTM International (ASTM)

Formerly known as the American Society for Testing and Materials (ASTM).

10-09 Award The Owner’s notice to the successful bidder of the acceptance of the submitted bid.

10-10 Bidder Any individual, partnership, firm, or corporation, acting directly or through a duly authorized representative, who submits a proposal for the work contemplated.

10-11 Building Area An area on the airport to be used, considered, or intended to be used for airport buildings or other airport facilities or rights-of-way together with all airport buildings and facilities located thereon.

10-12 Calendar Day Every day shown on the calendar. 10-13 Certificate of Analysis

(COA) The COA is the manufacturer’s Certificate of Compliance (COC) including all applicable test results required by the specifications.

10-14 Certificate of Compliance (COC)

The manufacturer’s certification stating that materials or assemblies furnished fully comply with the requirements of the contract. The certificate shall be signed by the manufacturer’s authorized representative.

10-15 Change Order A written order to the Contractor covering changes in the plans, specifications, or proposal quantities and establishing the basis of payment and contract time adjustment, if any, for work within the scope of the contract and necessary to complete the project.

10-16 Contract A written agreement between the Owner and the Contractor that establishes the obligations of the parties including but not limited to performance of work, furnishing of labor, equipment and materials and the basis of payment.

GP-2

Paragraph Number

Term Definition

The awarded contract includes but may not be limited to: Advertisement, Contract form, Proposal, Performance bond, payment bond, General provisions, certifications and representations, Technical Specifications, Plans, Supplemental Provisions, standards incorporated by reference and issued addenda.

10-17 Contract Item (Pay Item) A specific unit of work for which a price is provided in the contract.

10-18 Contract Time The number of calendar days or working days, stated in the proposal, allowed for completion of the contract, including authorized time extensions. If a calendar date of completion is stated in the proposal, in lieu of a number of calendar or working days, the contract shall be completed by that date.

10-19 Contractor The individual, partnership, firm, or corporation primarily liable for the acceptable performance of the work contracted and for the payment of all legal debts pertaining to the work who acts directly or through lawful agents or employees to complete the contract work.

10-20 Contractors Quality Control (QC) Facilities

The Contractor’s QC facilities in accordance with the Contractor Quality Control Program (CQCP).

10-21 Contractor Quality Control Program (CQCP)

Details the methods and procedures that will be taken to assure that all materials and completed construction required by the contract conform to contract plans, technical specifications and other requirements, whether manufactured by the Contractor, or procured from subcontractors or vendors.

10-22 Control Strip A demonstration by the Contractor that the materials, equipment, and construction processes results in a product meeting the requirements of the specification.

10-23 Construction Safety and Phasing Plan (CSPP)

The overall plan for safety and phasing of a construction project developed by the airport operator or developed by the airport operator’s consultant and approved by the airport operator. It is included in the invitation for bids and becomes part of the project specifications.

10-24 Drainage System The system of pipes, ditches, and structures by which surface or subsurface waters are collected and conducted from the airport area.

10-25 Engineer The individual, partnership, firm, or corporation duly authorized by the Owner to be responsible for engineering, inspection, and/or observation of the contract work and acting directly or through an authorized representative.

10-26 Equipment All machinery, together with the necessary supplies for upkeep and maintenance; and all tools and apparatus necessary for the proper construction and acceptable completion of the work.

10-27 Extra Work An item of work not provided for in the awarded contract as previously modified by change order or supplemental agreement, but which is found by the Owner’s Engineer or Resident Project Representative (RPR) to be necessary to complete the work within the intended scope of the contract as previously modified.

10-28 FAA The Federal Aviation Administration. When used to designate a person, FAA shall mean the Administrator or their duly authorized representative.

10-29 Federal Specifications The federal specifications and standards, commercial item descriptions, and supplements, amendments, and indices prepared and issued by the General Services Administration.

GP-3

Paragraph Number

Term Definition

10-30 Force Account a. Contract Force Account - A method of payment that addresses extra work performed by the Contractor on a time and material basis. b. Owner Force Account - Work performed for the project by the Owner's employees.

10-31 Intention of Terms Whenever, in these specifications or on the plans, the words “directed,” “required,” “permitted,” “ordered,” “designated,” “prescribed,” or words of like import are used, it shall be understood that the direction, requirement, permission, order, designation, or prescription of the Engineer and/or Resident Project Representative (RPR) is intended; and similarly, the words “approved,” “acceptable,” “satisfactory,” or words of like import, shall mean approved by, or acceptable to, or satisfactory to the Engineer and/or RPR, subject in each case to the final determination of the Owner. Any reference to a specific requirement of a numbered paragraph of the contract specifications or a cited standard shall be interpreted to include all general requirements of the entire section, specification item, or cited standard that may be pertinent to such specific reference.

10-32 Lighting A system of fixtures providing or controlling the light sources used on or near the airport or within the airport buildings. The field lighting includes all luminous signals, markers, floodlights, and illuminating devices used on or near the airport or to aid in the operation of aircraft landing at, taking off from, or taxiing on the airport surface.

10-33 Major and Minor Contract Items

A major contract item shall be any item that is listed in the proposal, the total cost of which is equal to or greater than 20% of the total amount of the award contract. All other items shall be considered minor contract items.

10-34 Materials Any substance specified for use in the construction of the contract work.

10-35 Modification of Standards (MOS)

Any deviation from standard specifications applicable to material and construction methods in accordance with FAA Order 5300.1.

10-36 Notice to Proceed (NTP) A written notice to the Contractor to begin the actual contract work on a previously agreed to date. If applicable, the Notice to Proceed shall state the date on which the contract time begins.

10-37 Owner The term “Owner” shall mean the party of the first part or the contracting agency signatory to the contract. Where the term “Owner” is capitalized in this document, it shall mean airport Sponsor only. The Owner for this project is as defined in Section 1 of the Special Provisions.

10-38 Passenger Facility Charge (PFC)

Per 14 Code of Federal Regulations (CFR) Part 158 and 49 United States Code (USC) § 40117, a PFC is a charge imposed by a public agency on passengers enplaned at a commercial service airport it controls.

10-39 Pavement Structure The combined surface course, base course(s), and subbase course(s), if any, considered as a single unit.

10-40 Payment bond The approved form of security furnished by the Contractor and their own surety as a guaranty that the Contractor will pay in full all bills and accounts for materials and labor used in the construction of the work.

10-41 Performance bond The approved form of security furnished by the Contractor and their own surety as a guaranty that the Contractor will complete the work in accordance with the terms of the contract.

GP-4

Paragraph Number

Term Definition

10-42 Plans The official drawings or exact reproductions which show the location, character, dimensions and details of the airport and the work to be done and which are to be considered as a part of the contract, supplementary to the specifications. Plans may also be referred to as 'contract drawings.’

10-43 Project The agreed scope of work for accomplishing specific airport development with respect to a particular airport.

10-44 Proposal The written offer of the bidder (when submitted on the approved proposal form) to perform the contemplated work and furnish the necessary materials in accordance with the provisions of the plans and specifications.

10-45 Proposal guaranty The security furnished with a proposal to guarantee that the bidder will enter into a contract if their own proposal is accepted by the Owner.

10-46 Quality Assurance (QA) Owner’s responsibility to assure that construction work completed complies with specifications for payment.

10-47 Quality Control (QC) Contractor’s responsibility to control material(s) and construction processes to complete construction in accordance with project specifications.

10-48 Quality Assurance (QA) Inspector

An authorized representative of the Engineer and/or Resident Project Representative (RPR) assigned to make all necessary inspections, observations, tests, and/or observation of tests of the work performed or being performed, or of the materials furnished or being furnished by the Contractor.

10-49 Quality Assurance (QA) Laboratory

The official quality assurance testing laboratories of the Owner or such other laboratories as may be designated by the Engineer or RPR. May also be referred to as Engineer’s, Owner’s, or QA Laboratory.

10-50 Resident Project Representative (RPR)

The individual, partnership, firm, or corporation duly authorized by the Owner to be responsible for all necessary inspections, observations, tests, and/or observations of tests of the contract work performed or being performed, or of the materials furnished or being furnished by the Contractor and acting directly or through an authorized representative.

10-51 Runway The area on the airport prepared for the landing and takeoff of aircraft.

10-52 Runway Safety Area (RSA) A defined surface surrounding the runway prepared or suitable for reducing the risk of damage to aircraft. See the construction safety and phasing plan (CSPP) for limits of the RSA.

10-53 Safety Plan Compliance Document (SPCD)

Details how the Contractor will comply with the CSPP.

10-54 Specifications A part of the contract containing the written directions and requirements for completing the contract work. Standards for specifying materials or testing which are cited in the contract specifications by reference shall have the same force and effect as if included in the contract physically.

10-55 Sponsor A Sponsor is defined in 49 USC § 47102(24) as a public agency that submits to the FAA for an AIP grant; or a private Owner of a public-use airport that submits to the FAA an application for an AIP grant for the airport.

10-56 Structures Airport facilities such as bridges; culverts; catch basins, inlets, retaining walls, cribbing; storm and sanitary sewer lines; water lines; underdrains; electrical ducts, manholes, handholes, lighting fixtures and bases; transformers; navigational aids; buildings;

GP-5

Paragraph Number

Term Definition

vaults; and, other manmade features of the airport that may be encountered in the work and not otherwise classified herein.

10-57 Subgrade The soil that forms the pavement foundation. 10-58 Superintendent The Contractor’s executive representative who is present on the

work during progress, authorized to receive and fulfill instructions from the RPR, and who shall supervise and direct the construction.

10-59 Supplemental Agreement A written agreement between the Contractor and the Owner that establishes the basis of payment and contract time adjustment, if any, for the work affected by the supplemental agreement. A supplemental agreement is required if: (1) in scope work would increase or decrease the total amount of the awarded contract by more than 25%: (2) in scope work would increase or decrease the total of any major contract item by more than 25%; (3) work that is not within the scope of the originally awarded contract; or (4) adding or deleting of a major contract item.

10-60 Surety The corporation, partnership, or individual, other than the Contractor, executing payment or performance bonds that are furnished to the Owner by the Contractor.

10-61 Taxilane A taxiway designed for low speed movement of aircraft between aircraft parking areas and terminal areas.

10-62 Taxiway The portion of the air operations area of an airport that has been designated by competent airport authority for movement of aircraft to and from the airport’s runways, aircraft parking areas, and terminal areas.

10-63 Taxiway/Taxilane Safety Area (TSA)

A defined surface alongside the taxiway prepared or suitable for reducing the risk of damage to an aircraft. See the construction safety and phasing plan (CSPP) for limits of the TSA.

10-64 Work The furnishing of all labor, materials, tools, equipment, and incidentals necessary or convenient to the Contractor’s performance of all duties and obligations imposed by the contract, plans, and specifications.

10-65 Working day A working day shall be any day other than a legal holiday, Saturday, or Sunday on which the normal working forces of the Contractor may proceed with regular work for at least six (6) hours toward completion of the contract. When work is suspended for causes beyond the Contractor’s control, it will not be counted as a working day. Saturdays, Sundays and holidays on which the Contractor’s forces engage in regular work will be considered as working days.

10-66 Owner Defined terms None.

END OF SECTION 10

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SECTION 20 PROPOSAL REQUIREMENTS AND CONDITIONS

20-01 Advertisement (Notice to Bidders). Each Bidder is direct to “PART I INFORMATION FOR BIDDERS” to review the advertisement for bids for this project. 20-02 Qualification of bidders. Each bidder shall submit evidence of competency and evidence of financial responsibility to perform the work to the Owner at the time of bid opening. Evidence of competency, unless otherwise specified, shall consist of statements covering the bidder’s past experience on similar work, and a list of equipment and a list of key personnel that would be available for the work. Each bidder shall furnish the Owner satisfactory evidence of their financial responsibility. Evidence of financial responsibility, unless otherwise specified, shall consist of a confidential statement or report of the bidder’s financial resources and liabilities as of the last calendar year or the bidder’s last fiscal year. Such statements or reports shall be certified by a public accountant. At the time of submitting such financial statements or reports, the bidder shall further certify whether their financial responsibility is approximately the same as stated or reported by the public accountant. If the bidder’s financial responsibility has changed, the bidder shall qualify the public accountant’s statement or report to reflect the bidder’s true financial condition at the time such qualified statement or report is submitted to the Owner. Unless otherwise specified, a bidder may submit evidence that they are prequalified with the State Highway Division and are on the current “bidder’s list” of the state in which the proposed work is located. Evidence of State Highway Division prequalification may be submitted as evidence of financial responsibility in lieu of the certified statements or reports specified above. 20-03 Contents of proposal forms. The Owner's proposal forms state the location and description of the proposed construction; the place, date, and time of opening of the proposals; and the estimated quantities of the various items of work to be performed and materials to be furnished for which unit bid prices are asked. The proposal form states the time in which the work must be completed, and the amount of the proposal guaranty that must accompany the proposal. The Owner will accept only those Proposals properly executed on physical forms or electronic forms provided by the Owner. Bidder actions that may cause the Owner to deem a proposal irregular are given in paragraph 20-09 Irregular proposals. 20-04 Issuance of proposal forms. The Owner reserves the right to refuse to issue a proposal form to a prospective bidder if the bidder is in default for any of the following reasons:

a. Failure to comply with any prequalification regulations of the Owner, if such regulations are cited, or otherwise included, in the proposal as a requirement for bidding.

b. Failure to pay, or satisfactorily settle, all bills due for labor and materials on former contracts in force with

the Owner at the time the Owner issues the proposal to a prospective bidder.

c. Documented record of Contractor default under previous contracts with the Owner.

d. Documented record of unsatisfactory work on previous contracts with the Owner. 20-05 Interpretation of estimated proposal quantities. An estimate of quantities of work to be done and materials to be furnished under these specifications is given in the proposal. It is the result of careful calculations and is believed to be correct. It is given only as a basis for comparison of proposals and the award of the contract. The Owner does not expressly, or by implication, agree that the actual quantities involved will correspond exactly therewith; nor shall the bidder plead misunderstanding or deception because of such estimates of quantities, or of the character, location, or other conditions pertaining to the work. Payment to the Contractor will be made only for the actual quantities of work performed or materials furnished in accordance with the plans and specifications. It is understood that the quantities may be increased or decreased as provided in the Section 40, paragraph 40-02, Alteration of Work and Quantities, without in any way invalidating the unit bid prices.

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20-06 Examination of plans, specifications, and site. The bidder is expected to carefully examine the site of the proposed work, the proposal, plans, specifications, and contract forms. Bidders shall satisfy themselves to the character, quality, and quantities of work to be performed, materials to be furnished, and to the requirements of the proposed contract. The submission of a proposal shall be prima facie evidence that the bidder has made such examination and is satisfied to the conditions to be encountered in performing the work and the requirements of the proposed contract, plans, and specifications. Boring logs and other records of subsurface investigations and tests are available for inspection of bidders. It is understood and agreed that such subsurface information, whether included in the plans, specifications, or otherwise made available to the bidder, was obtained and is intended for the Owner’s design and estimating purposes only. Such information has been made available for the convenience of all bidders. It is further understood and agreed that each bidder is solely responsible for all assumptions, deductions, or conclusions which the bidder may make or obtain from their own examination of the boring logs and other records of subsurface investigations and tests that are furnished by the Owner. 20-07 Preparation of proposal. The bidder shall submit their proposal on the forms furnished by the Owner. All blank spaces in the proposal forms, unless explicitly stated otherwise, must be correctly filled in where indicated for each and every item for which a quantity is given. The bidder shall state the price (written in ink or typed) both in words and numerals which they propose for each pay item furnished in the proposal. In case of conflict between words and numerals, the words, unless obviously incorrect, shall govern. The bidder shall correctly sign the proposal in ink. If the proposal is made by an individual, their name and post office address must be shown. If made by a partnership, the name and post office address of each member of the partnership must be shown. If made by a corporation, the person signing the proposal shall give the name of the state where the corporation was chartered and the name, titles, and business address of the president, secretary, and the treasurer. Anyone signing a proposal as an agent shall file evidence of their authority to do so and that the signature is binding upon the firm or corporation. 20-08 Responsive and responsible bidder. A responsive bid conforms to all significant terms and conditions contained in the Owner’s invitation for bid. It is the Owner’s responsibility to decide if the exceptions taken by a bidder to the solicitation are material or not and the extent of deviation it is willing to accept. A responsible bidder has the ability to perform successfully under the terms and conditions of a proposed procurement, as defined in 2 CFR § 200.318(h). This includes such matters as Contractor integrity, compliance with public policy, record of past performance, and financial and technical resources. 20-09 Irregular proposals. Proposals shall be considered irregular for the following reasons:

a. If the proposal is on a form other than that furnished by the Owner, or if the Owner’s form is altered, or if any part of the proposal form is detached.

b. If there are unauthorized additions, conditional or alternate pay items, or irregularities of any kind that make

the proposal incomplete, indefinite, or otherwise ambiguous.

c. If the proposal does not contain a unit price for each pay item listed in the proposal, except in the case of authorized alternate pay items, for which the bidder is not required to furnish a unit price.

d. If the proposal contains unit prices that are obviously unbalanced.

e. If the proposal is not accompanied by the proposal guaranty specified by the Owner.

f. If the applicable Disadvantaged Business Enterprise information is incomplete.

The Owner reserves the right to reject any irregular proposal and the right to waive technicalities if such waiver is in the best interest of the Owner and conforms to local laws and ordinances pertaining to the letting of construction contracts.

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20-10 Bid guarantee. Each separate proposal shall be accompanied by a bid bond, certified check, or other specified acceptable collateral, in the amount specified in the proposal form. Such bond, check, or collateral, shall be made payable to the Owner. 20-11 Delivery of proposal. Each proposal submitted shall be placed in a sealed envelope plainly marked with the project number, location of airport, and name and business address of the bidder on the outside. When sent by mail, preferably registered, the sealed proposal, marked as indicated above, should be enclosed in an additional envelope. No proposal will be considered unless received at the place specified in the advertisement or as modified by Addendum before the time specified for opening all bids. Proposals received after the bid opening time shall be returned to the bidder unopened. 20-12 Withdrawal or revision of proposals. A bidder may withdraw or revise (by withdrawal of one proposal and submission of another) a proposal provided that the bidder’s request for withdrawal is received by the Owner in writing or by fax or email before the time specified for opening bids. Revised proposals must be received at the place specified in the advertisement before the time specified for opening all bids. 20-13 Public opening of proposals. Proposals shall be opened, and read, publicly at the time and place specified in the advertisement. Bidders, their authorized agents, and other interested persons are invited to attend. Proposals that have been withdrawn (by written or telegraphic request) or received after the time specified for opening bids shall be returned to the bidder unopened. 20-14 Disqualification of bidders. A bidder shall be considered disqualified for any of the following reasons:

a. Submitting more than one proposal from the same partnership, firm, or corporation under the same or different name.

b. Evidence of collusion among bidders. Bidders participating in such collusion shall be disqualified as bidders

for any future work of the Owner until any such participating bidder has been reinstated by the Owner as a qualified bidder.

c. If the bidder is considered to be in “default” for any reason specified in paragraph 20-04, Issuance of Proposal

Forms, of this section. 20-15 Discrepancies and Omissions. A Bidder who discovers discrepancies or omissions with the project bid documents shall immediately notify the Owner’s Engineer of the matter. A bidder that has doubt as to the true meaning of a project requirement may submit to the Owner’s Engineer a written request for interpretation no later than 24 hours prior to bid opening. Any interpretation of the project bid documents by the Owner’s Engineer will be by written addendum issued by the Owner. The Owner will not consider any instructions, clarifications or interpretations of the bidding documents in any manner other than written addendum.

END OF SECTION 20

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SECTION 30 AWARD AND EXECUTION OF CONTRACT

30-01 Consideration of proposals. After the proposals are publicly opened and read, they will be compared on the basis of the summation of the products obtained by multiplying the estimated quantities shown in the proposal by the unit bid prices. If a bidder’s proposal contains a discrepancy between unit bid prices written in words and unit bid prices written in numbers, the unit bid price written in words shall govern. Until the award of a contract is made, the Owner reserves the right to reject a bidder’s proposal for any of the following reasons:

a. If the proposal is irregular as specified in Section 20, paragraph 20-09, Irregular Proposals.

b. If the bidder is disqualified for any of the reasons specified Section 20, paragraph 20-14, Disqualification of Bidders.

In addition, until the award of a contract is made, the Owner reserves the right to reject any or all proposals, waive technicalities, if such waiver is in the best interest of the Owner and is in conformance with applicable state and local laws or regulations pertaining to the letting of construction contracts; advertise for new proposals; or proceed with the work otherwise. All such actions shall promote the Owner’s best interests. 30-02 Award of contract. The award of a contract, if it is to be awarded, shall be made within the timeframe as listed in “PART I INFORMATION FOR BIDDERS”. If the Owner elects to proceed with an award of contract, the Owner will make award to the responsible bidder whose bid, conforming with all the material terms and conditions of the bid documents, is the lowest in price. 30-03 Cancellation of award. The Owner reserves the right to cancel the award without liability to the bidder, except return of proposal guaranty, at any time before a contract has been fully executed by all parties and is approved by the Owner in accordance with paragraph 30-07 Approval of Contract. 30-04 Return of proposal guaranty. All proposal guaranties, except those of the two lowest bidders, will be returned immediately after the Owner has made a comparison of bids as specified in the paragraph 30-01, Consideration of Proposals. Proposal guaranties of the two lowest bidders will be retained by the Owner until such time as an award is made, at which time, the unsuccessful bidder’s proposal guaranty will be returned. The successful bidder’s proposal guaranty will be returned as soon as the Owner receives the contract bonds as specified in paragraph 30-05, Requirements of Contract Bonds. 30-05 Requirements of contract bonds. At the time of the execution of the contract, the successful bidder shall furnish the Owner a surety bond or bonds that have been fully executed by the bidder and the surety guaranteeing the performance of the work and the payment of all legal debts that may be incurred by reason of the Contractor’s performance of the work. The surety and the form of the bond or bonds shall be acceptable to the Owner. Unless otherwise specified in this subsection, the surety bond or bonds shall be in a sum equal to the full amount of the contract. 30-06 Execution of contract. The successful bidder shall sign (execute) the necessary agreements for entering into the contract and return the signed contract to the Owner, along with the fully executed surety bond or bonds specified in paragraph 30-05, Requirements of Contract Bonds, of this section, within 15 calendar days from the date mailed or otherwise delivered to the successful bidder. 30-07 Approval of contract. Upon receipt of the contract and contract bond or bonds that have been executed by the successful bidder, the Owner shall complete the execution of the contract in accordance with local laws or ordinances and return the fully executed contract to the Contractor. Delivery of the fully executed contract to the Contractor shall constitute the Owner’s approval to be bound by the successful bidder’s proposal and the terms of the contract. 30-08 Failure to execute contract. Failure of the successful bidder to execute the contract and furnish an acceptable surety bond or bonds within the period specified in paragraph 30-06, Execution of Contract, of this section shall be

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just cause for cancellation of the award and forfeiture of the proposal guaranty, not as a penalty, but as liquidated damages to the Owner.

END OF SECTION 30

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SECTION 40 SCOPE OF WORK

40-01 Intent of contract. The intent of the contract is to provide for construction and completion, in every detail, of the work described. It is further intended that the Contractor shall furnish all labor, materials, equipment, tools, transportation, and supplies required to complete the work in accordance with the plans, specifications, and terms of the contract. 40-02 Alteration of work and quantities. The Owner reserves the right to make such changes in quantities and work as may be necessary or desirable to complete, in a satisfactory manner, the original intended work. Unless otherwise specified in the Contract, the Owner’s Engineer or RPR shall be and is hereby authorized to make, in writing, such in-scope alterations in the work and variation of quantities as may be necessary to complete the work, provided such action does not represent a significant change in the character of the work. For purpose of this section, a significant change in character of work means: any change that is outside the current contract scope of work; any change (increase or decrease) in the total contract cost by more than 25%; or any change in the total cost of a major contract item by more than 25%. Work alterations and quantity variances that do not meet the definition of significant change in character of work shall not invalidate the contract nor release the surety. Contractor agrees to accept payment for such work alterations and quantity variances in accordance with Section 90, paragraph 90-03, Compensation for Altered Quantities. Should the value of altered work or quantity variance meet the criteria for significant change in character of work, such altered work and quantity variance shall be covered by a supplemental agreement. Supplemental agreements shall also require consent of the Contractor’s surety and separate performance and payment bonds. If the Owner and the Contractor are unable to agree on a unit adjustment for any contract item that requires a supplemental agreement, the Owner reserves the right to terminate the contract with respect to the item and make other arrangements for its completion. 40-03 Omitted items. The Owner, the Owner’s Engineer or the RPR may provide written notice to the Contractor to omit from the work any contract item that does not meet the definition of major contract item. Major contract items may be omitted by a supplemental agreement. Such omission of contract items shall not invalidate any other contract provision or requirement. Should a contract item be omitted or otherwise ordered to be non-performed, the Contractor shall be paid for all work performed toward completion of such item prior to the date of the order to omit such item. Payment for work performed shall be in accordance with Section 90, paragraph 90-04, Payment for Omitted Items. 40-04 Extra work. Should acceptable completion of the contract require the Contractor to perform an item of work not provided for in the awarded contract as previously modified by change order or supplemental agreement, Owner may issue a Change Order to cover the necessary extra work. Change orders for extra work shall contain agreed unit prices for performing the change order work in accordance with the requirements specified in the order and shall contain any adjustment to the contract time that, in the RPR’s opinion, is necessary for completion of the extra work. When determined by the RPR to be in the Owner’s best interest, the RPR may order the Contractor to proceed with extra work as provided in Section 90, paragraph 90-05, Payment for Extra Work. Extra work that is necessary for acceptable completion of the project but is not within the general scope of the work covered by the original contract shall be covered by a supplemental agreement as defined in Section 10, paragraph 10-59, Supplemental Agreement. If extra work is essential to maintaining the project critical path, RPR may order the Contractor to commence the extra work under a Time and Material contract method. Once sufficient detail is available to establish the level of effort necessary for the extra work, the Owner shall initiate a change order or supplemental agreement to cover the extra work. Any claim for payment of extra work that is not covered by written agreement (change order or supplemental agreement) shall be rejected by the Owner.

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40-05 Maintenance of traffic. It is the explicit intention of the contract that the safety of aircraft, as well as the Contractor’s equipment and personnel, is the most important consideration. The Contractor shall maintain traffic in the manner detailed in the Construction Safety and Phasing Plan (CSPP).

a. It is understood and agreed that the Contractor shall provide for the free and unobstructed movement of aircraft in the air operations areas (AOAs) of the airport with respect to their own operations and the operations of all subcontractors as specified in Section 80, paragraph 80-04, Limitation of Operations. It is further understood and agreed that the Contractor shall provide for the uninterrupted operation of visual and electronic signals (including power supplies thereto) used in the guidance of aircraft while operating to, from, and upon the airport as specified in Section 70, paragraph 70-15, Contractor’s Responsibility for Utility Service and Facilities of Others.

b. With respect to their own operations and the operations of all subcontractors, the Contractor shall provide marking, lighting, and other acceptable means of identifying personnel, equipment, vehicles, storage areas, and any work area or condition that may be hazardous to the operation of aircraft, fire-rescue equipment, or maintenance vehicles at the airport in accordance with the construction safety and phasing plan (CSPP) and the safety plan compliance document (SPCD).

c. When the contract requires the maintenance of an existing road, street, or highway during the Contractor’s

performance of work that is otherwise provided for in the contract, plans, and specifications, the Contractor shall keep the road, street, or highway open to all traffic and shall provide maintenance as may be required to accommodate traffic. The Contractor, at their expense, shall be responsible for the repair to equal or better than preconstruction conditions of any damage caused by the Contractor’s equipment and personnel. The Contractor shall furnish, erect, and maintain barricades, warning signs, flag person, and other traffic control devices in reasonable conformity with the Manual on Uniform Traffic Control Devices (MUTCD) (http://mutcd.fhwa.dot.gov/), unless otherwise specified. The Contractor shall also construct and maintain in a safe condition any temporary connections necessary for ingress to and egress from abutting property or intersecting roads, streets or highways. Unless otherwise specified herein, the Contractor will not be required to furnish snow removal for such existing road, street, or highway.

40-06 Removal of existing structures. All existing structures encountered within the established lines, grades, or grading sections shall be removed by the Contractor, unless such existing structures are otherwise specified to be relocated, adjusted up or down, salvaged, abandoned in place, reused in the work or to remain in place. The cost of removing such existing structures shall not be measured or paid for directly but shall be included in the various contract items. Should the Contractor encounter an existing structure (above or below ground) in the work for which the disposition is not indicated on the plans, the Resident Project Representative (RPR) shall be notified prior to disturbing such structure. The disposition of existing structures so encountered shall be immediately determined by the RPR in accordance with the provisions of the contract. Except as provided in Section 40, paragraph 40-07, Rights in and Use of Materials Found in the Work, it is intended that all existing materials or structures that may be encountered (within the lines, grades, or grading sections established for completion of the work) shall be used in the work as otherwise provided for in the contract and shall remain the property of the Owner when so used in the work. 40-07 Rights in and use of materials found in the work. Should the Contractor encounter any material such as (but not restricted to) sand, stone, gravel, slag, or concrete slabs within the established lines, grades, or grading sections, the use of which is intended by the terms of the contract to be embankment, the Contractor may at their own option either:

a. Use such material in another contract item, providing such use is approved by the RPR and is in conformance with the contract specifications applicable to such use; or,

b. Remove such material from the site, upon written approval of the RPR; or

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c. Use such material for the Contractor’s own temporary construction on site; or, d. Use such material as intended by the terms of the contract.

Should the Contractor wish to exercise option a., b., or c., the Contractor shall request the RPR’s approval in advance of such use. Should the RPR approve the Contractor’s request to exercise option a., b., or c., the Contractor shall be paid for the excavation or removal of such material at the applicable contract price. The Contractor shall replace, at their expense, such removed or excavated material with an agreed equal volume of material that is acceptable for use in constructing embankment, backfills, or otherwise to the extent that such replacement material is needed to complete the contract work. The Contractor shall not be charged for use of such material used in the work or removed from the site. Should the RPR approve the Contractor’s exercise of option a., the Contractor shall be paid, at the applicable contract price, for furnishing and installing such material in accordance with requirements of the contract item in which the material is used. It is understood and agreed that the Contractor shall make no claim for delays by reason of their own exercise of option a., b., or c. The Contractor shall not excavate, remove, or otherwise disturb any material, structure, or part of a structure which is located outside the lines, grades, or grading sections established for the work, except where such excavation or removal is provided for in the contract, plans, or specifications. 40-08 Final cleanup. Upon completion of the work and before acceptance and final payment will be made, the Contractor shall remove from the site all machinery, equipment, surplus and discarded materials, rubbish, temporary structures, and stumps or portions of trees. The Contractor shall cut all brush and woods within the limits indicated and shall leave the site in a neat and presentable condition. Material cleared from the site and deposited on adjacent property will not be considered as having been disposed of satisfactorily, unless the Contractor has obtained the written permission of the property Owner.

END OF SECTION 40

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SECTION 50 CONTROL OF WORK

50-01 Authority of the Resident Project Representative (RPR). The RPR has final authority regarding the interpretation of project specification requirements. The RPR shall determine acceptability of the quality of materials furnished, method of performance of work performed, and the manner and rate of performance of the work. The RPR does not have the authority to accept work that does not conform to specification requirements. 50-02 Conformity with plans and specifications. All work and all materials furnished shall be in reasonably close conformity with the lines, grades, grading sections, cross-sections, dimensions, material requirements, and testing requirements that are specified (including specified tolerances) in the contract, plans, or specifications. If the RPR finds the materials furnished, work performed, or the finished product not within reasonably close conformity with the plans and specifications, but that the portion of the work affected will, in their opinion, result in a finished product having a level of safety, economy, durability, and workmanship acceptable to the Owner, the RPR will advise the Owner of their determination that the affected work be accepted and remain in place. The RPR will document the determination and recommend to the Owner a basis of acceptance that will provide for an adjustment in the contract price for the affected portion of the work. Changes in the contract price must be covered by contract change order or supplemental agreement as applicable. If the RPR finds the materials furnished, work performed, or the finished product are not in reasonably close conformity with the plans and specifications and have resulted in an unacceptable finished product, the affected work or materials shall be removed and replaced or otherwise corrected by and at the expense of the Contractor in accordance with the RPR’s written orders. The term “reasonably close conformity” shall not be construed as waiving the Contractor’s responsibility to complete the work in accordance with the contract, plans, and specifications. The term shall not be construed as waiving the RPR’s responsibility to insist on strict compliance with the requirements of the contract, plans, and specifications during the Contractor’s execution of the work, when, in the RPR’s opinion, such compliance is essential to provide an acceptable finished portion of the work. The term “reasonably close conformity” is also intended to provide the RPR with the authority, after consultation with the Sponsor and FAA, to use sound engineering judgment in their determinations to accept work that is not in strict conformity but will provide a finished product equal to or better than that required by the requirements of the contract, plans and specifications. The RPR will not be responsible for the Contractor’s means, methods, techniques, sequences, or procedures of construction or the safety precautions incident thereto. 50-03 Coordination of contract, plans, and specifications. The contract, plans, specifications, and all referenced standards cited are essential parts of the contract requirements. If electronic files are provided and used on the project and there is a conflict between the electronic files and hard copy plans, the hard copy plans shall govern. A requirement occurring in one is as binding as though occurring in all. They are intended to be complementary and to describe and provide for a complete work. In case of discrepancy, calculated dimensions will govern over scaled dimensions; contract technical specifications shall govern over contract general provisions, plans, cited standards for materials or testing, and cited advisory circulars (ACs); contract general provisions shall govern over plans, cited standards for materials or testing, and cited ACs; plans shall govern over cited standards for materials or testing and cited ACs. If any paragraphs contained in the Special Provisions conflict with General Provisions or Technical Specifications, the Special Provisions shall govern. From time to time, discrepancies within cited testing standards occur due to the timing of the change, edits, and/or replacement of the standards. If the Contractor discovers any apparent discrepancy within standard test methods, the Contractor shall immediately ask the RPR for an interpretation and decision, and such decision shall be final. The Contractor shall not take advantage of any apparent error or omission on the plans or specifications. In the event the Contractor discovers any apparent error or discrepancy, Contractor shall immediately notify the Owner or the designated representative in writing requesting their written interpretation and decision.

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50-04 List of Special Provisions. The Special Provisions are listed in the order of precedence in “PART V SPECIAL PROVISIONS”. 50-05 Cooperation of Contractor. The Contractor shall be supplied with five hard copies or an electronic PDF of the plans and specifications. The Contractor shall have available on the construction site at all times one hardcopy each of the plans and specifications. Additional hard copies of plans and specifications may be obtained by the Contractor for the cost of reproduction. The Contractor shall give constant attention to the work to facilitate the progress thereof and shall cooperate with the RPR and their inspectors and with other Contractors in every way possible. The Contractor shall have a competent superintendent on the work at all times who is fully authorized as their agent on the work. The superintendent shall be capable of reading and thoroughly understanding the plans and specifications and shall receive and fulfill instructions from the RPR or their authorized representative. 50-06 Cooperation between Contractors. The Owner reserves the right to contract for and perform other or additional work on or near the work covered by this contract. When separate contracts are let within the limits of any one project, each Contractor shall conduct the work not to interfere with or hinder the progress of completion of the work being performed by other Contractors. Contractors working on the same project shall cooperate with each other as directed. Each Contractor involved shall assume all liability, financial or otherwise, in connection with their own contract and shall protect and hold harmless the Owner from any and all damages or claims that may arise because of inconvenience, delays, or loss experienced because of the presence and operations of other Contractors working within the limits of the same project. The Contractor shall arrange their work and shall place and dispose of the materials being used to not interfere with the operations of the other Contractors within the limits of the same project. The Contractor shall join their work with that of the others in an acceptable manner and shall perform it in proper sequence to that of the others. 50-07 Construction layout and stakes. The Engineer/RPR shall establish necessary horizontal and vertical control. The establishment of Survey Control and/or reestablishment of survey control shall be by a State Licensed Land Surveyor. Contractor is responsible for preserving integrity of horizontal and vertical controls established by Engineer/RPR. In case of negligence on the part of the Contractor or their employees, resulting in the destruction of any horizontal and vertical control, the resulting costs will be deducted as a liquidated damage against the Contractor. Prior to the start of construction, the Contractor will check all control points for horizontal and vertical accuracy and certify in writing to the RPR that the Contractor concurs with survey control established for the project. All lines, grades and measurements from control points necessary for the proper execution and control of the work on this project will be provided to the RPR. The Contractor is responsible to establish all layout required for the construction of the project. Copies of survey notes will be provided to the RPR for each area of construction and for each placement of material as specified to allow the RPR to make periodic checks for conformance with plan grades, alignments and grade tolerances required by the applicable material specifications. Surveys will be provided to the RPR prior to commencing work items that cover or disturb the survey staking. Survey(s) and notes shall be provided in a format acceptable to the Engineer. Laser, GPS, String line, or other automatic control shall be checked with temporary control as necessary. In the case of error, on the part of the Contractor, their surveyor, employees or subcontractors, resulting in established grades, alignment or grade tolerances that do not concur with those specified or shown on the plans, the Contractor is solely responsible for correction, removal, replacement and all associated costs at no additional cost to the Owner. No direct payment will be made, unless otherwise specified in contract documents, for this labor, materials, or other expenses. The cost shall be included in the price of the bid for the various items of the Contract. 50-08 Authority and duties of Quality Assurance (QA) inspectors. QA inspectors shall be authorized to inspect all work done and all material furnished. Such QA inspection may extend to all or any part of the work and to the

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preparation, fabrication, or manufacture of the materials to be used. QA inspectors are not authorized to revoke, alter, or waive any provision of the contract. QA inspectors are not authorized to issue instructions contrary to the plans and specifications or to act as foreman for the Contractor. QA Inspectors are authorized to notify the Contractor or their representatives of any failure of the work or materials to conform to the requirements of the contract, plans, or specifications and to reject such nonconforming materials in question until such issues can be referred to the RPR for a decision. 50-09 Inspection of the work. All materials and each part or detail of the work shall be subject to inspection. The RPR shall be allowed access to all parts of the work and shall be furnished with such information and assistance by the Contractor as is required to make a complete and detailed inspection. If the RPR requests it, the Contractor, at any time before acceptance of the work, shall remove or uncover such portions of the finished work as may be directed. After examination, the Contractor shall restore said portions of the work to the standard required by the specifications. Should the work thus exposed or examined prove acceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed will be paid for as extra work; but should the work so exposed or examined prove unacceptable, the uncovering, or removing, and the replacing of the covering or making good of the parts removed will be at the Contractor’s expense. Provide advance written notice to the RPR of work the Contractor plans to perform each week and each day. Any work done, or materials used without written notice and allowing opportunity for inspection by the RPR may be ordered removed and replaced at the Contractor’s expense. Should the contract work include relocation, adjustment, or any other modification to existing facilities, not the property of the (contract) Owner, authorized representatives of the Owners of such facilities shall have the right to inspect such work. Such inspection shall in no sense make any facility owner a party to the contract and shall in no way interfere with the rights of the parties to this contract. 50-10 Removal of unacceptable and unauthorized work. All work that does not conform to the requirements of the contract, plans, and specifications will be considered unacceptable, unless otherwise determined acceptable by the RPR as provided in paragraph 50-02, Conformity with Plans and Specifications. Unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner in accordance with the provisions of Section 70, paragraph 70-14, Contractor’s Responsibility for Work. No removal work made under provision of this paragraph shall be done without lines and grades having been established by the RPR. Work done contrary to the instructions of the RPR, work done beyond the lines shown on the plans or as established by the RPR, except as herein specified, or any extra work done without authority, will be considered as unauthorized and will not be paid for under the provisions of the contract. Work so done may be ordered removed or replaced at the Contractor’s expense. Upon failure on the part of the Contractor to comply with any order of the RPR made under the provisions of this subsection, the RPR will have authority to cause unacceptable work to be remedied or removed and replaced; and unauthorized work to be removed and recover the resulting costs as a liquidated damage against the Contractor. 50-11 Load restrictions. The Contractor shall comply with all legal load restrictions in the hauling of materials on public roads beyond the limits of the work. A special permit will not relieve the Contractor of liability for damage that may result from the moving of material or equipment. The operation of equipment of such weight or so loaded as to cause damage to structures or to any other type of construction will not be permitted. Hauling of materials over the base course or surface course under construction shall be limited as directed. No loads will be permitted on a concrete pavement, base, or structure before the expiration of the curing period. The Contractor, at their own expense, shall be responsible for the repair to equal or better than preconstruction conditions of any damage caused by the Contractor’s equipment and personnel.

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50-12 Maintenance during construction. The Contractor shall maintain the work during construction and until the work is accepted. Maintenance shall constitute continuous and effective work prosecuted day by day, with adequate equipment and forces so that the work is maintained in satisfactory condition at all times. In the case of a contract for the placing of a course upon a course or subgrade previously constructed, the Contractor shall maintain the previous course or subgrade during all construction operations. All costs of maintenance work during construction and before the project is accepted shall be included in the unit prices bid on the various contract items, and the Contractor will not be paid an additional amount for such work. 50-13 Failure to maintain the work. Should the Contractor at any time fail to maintain the work as provided in paragraph 50-12, Maintenance during Construction, the RPR shall immediately notify the Contractor of such noncompliance. Such notification shall specify a reasonable time within which the Contractor shall be required to remedy such unsatisfactory maintenance condition. The time specified will give due consideration to the exigency that exists. Should the Contractor fail to respond to the RPR’s notification, the Owner may suspend any work necessary for the Owner to correct such unsatisfactory maintenance condition, depending on the exigency that exists. Any maintenance cost incurred by the Owner, shall be recovered as a liquidated damage against the Contractor. 50-14 Partial acceptance. If at any time during the execution of the project the Contractor substantially completes a usable unit or portion of the work, the occupancy of which will benefit the Owner, the Contractor may request the RPR to make final inspection of that unit. If the RPR finds upon inspection that the unit has been satisfactorily completed in compliance with the contract, the RPR may accept it as being complete, and the Contractor may be relieved of further responsibility for that unit. Such partial acceptance and beneficial occupancy by the Owner shall not void or alter any provision of the contract. 50-15 Final acceptance. Upon due notice from the Contractor of presumptive completion of the entire project, the RPR and Owner will make an inspection. If all construction provided for and contemplated by the contract is found to be complete in accordance with the contract, plans, and specifications, such inspection shall constitute the final inspection. The RPR shall notify the Contractor in writing of final acceptance as of the date of the final inspection. If, however, the inspection discloses any work, in whole or in part, as being unsatisfactory, the RPR will notify the Contractor and the Contractor shall correct the unsatisfactory work. Upon correction of the work, another inspection will be made which shall constitute the final inspection, provided the work has been satisfactorily completed. In such event, the RPR will make the final acceptance and notify the Contractor in writing of this acceptance as of the date of final inspection. 50-16 Claims for adjustment and disputes. If for any reason the Contractor deems that additional compensation is due for work or materials not clearly provided for in the contract, plans, or specifications or previously authorized as extra work, the Contractor shall notify the RPR in writing of their intention to claim such additional compensation before the Contractor begins the work on which the Contractor bases the claim. If such notification is not given or the RPR is not afforded proper opportunity by the Contractor for keeping strict account of actual cost as required, then the Contractor hereby agrees to waive any claim for such additional compensation. Such notice by the Contractor and the fact that the RPR has kept account of the cost of the work shall not in any way be construed as proving or substantiating the validity of the claim. When the work on which the claim for additional compensation is based has been completed, the Contractor shall, within 10 calendar days, submit a written claim to the RPR who will present it to the Owner for consideration in accordance with local laws or ordinances. Nothing in this subsection shall be construed as a waiver of the Contractor’s right to dispute final payment based on differences in measurements or computations. 50-17 Value Engineering Cost Proposal. Reserved.

END OF SECTION 50

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SECTION 60 CONTROL OF MATERIALS

60-01 Source of supply and quality requirements. The materials used in the work shall conform to the requirements of the contract, plans, and specifications. Unless otherwise specified, such materials that are manufactured or processed shall be new (as compared to used or reprocessed). In order to expedite the inspection and testing of materials, the Contractor shall furnish documentation to the RPR as to the origin, composition, and manufacture of all materials to be used in the work. Documentation shall be furnished promptly after execution of the contract but, in all cases, prior to delivery of such materials. At the RPR’s option, materials may be approved at the source of supply before delivery. If it is found after trial that sources of supply for previously approved materials do not produce specified products, the Contractor shall furnish materials from other sources. The Contractor shall furnish airport lighting equipment that meets the requirements of the specifications; and is listed in AC 150/5345-53, Airport Lighting Equipment Certification Program and Addendum, that is in effect on the date of advertisement. 60-02 Samples, tests, and cited specifications. All materials used in the work shall be inspected, tested, and approved by the RPR before incorporation in the work unless otherwise designated. Any work in which untested materials are used without approval or written permission of the RPR shall be performed at the Contractor’s risk. Materials found to be unacceptable and unauthorized will not be paid for and, if directed by the RPR, shall be removed at the Contractor’s expense. Unless otherwise designated, quality assurance tests will be made by and at the expense of the Owner in accordance with the cited standard methods of ASTM, American Association of State Highway and Transportation Officials (AASHTO), federal specifications, Commercial Item Descriptions, and all other cited methods, which are current on the date of advertisement for bids. The testing organizations performing on-site quality assurance field tests shall have copies of all referenced standards on the construction site for use by all technicians and other personnel. Unless otherwise designated, samples for quality assurance will be taken by a qualified representative of the RPR. All materials being used are subject to inspection, test, or rejection at any time prior to or during incorporation into the work. Copies of all tests will be furnished to the Contractor’s representative at their request after review and approval of the RPR. A copy of all Contractor QC test data shall be provided to the RPR daily, along with printed reports, in an approved format, on a weekly basis. After completion of the project, and prior to final payment, the Contractor shall submit a final report to the RPR showing all test data reports, plus an analysis of all results showing ranges, averages, and corrective action taken on all failing tests. The Contractor shall employ a Quality Control (QC) testing organization to perform all Contractor required QC tests in accordance with Item C-100 Contractor Quality Control Program (CQCP). 60-03 Certification of compliance/analysis (COC/COA). The RPR may permit the use, prior to sampling and testing, of certain materials or assemblies when accompanied by manufacturer’s COC stating that such materials or assemblies fully comply with the requirements of the contract. The certificate shall be signed by the manufacturer. Each lot of such materials or assemblies delivered to the work must be accompanied by a certificate of compliance in which the lot is clearly identified. The COA is the manufacturer’s COC and includes all applicable test results. Materials or assemblies used on the basis of certificates of compliance may be sampled and tested at any time and if found not to be in conformity with contract requirements will be subject to rejection whether in place or not. The form and distribution of certificates of compliance shall be as approved by the RPR. When a material or assembly is specified by “brand name or equal” and the Contractor elects to furnish the specified “or equal,” the Contractor shall be required to furnish the manufacturer’s certificate of compliance for each lot of such

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material or assembly delivered to the work. Such certificate of compliance shall clearly identify each lot delivered and shall certify as to:

a. Conformance to the specified performance, testing, quality or dimensional requirements; and,

b. Suitability of the material or assembly for the use intended in the contract work. The RPR shall be the sole judge as to whether the proposed “or equal” is suitable for use in the work. The RPR reserves the right to refuse permission for use of materials or assemblies on the basis of certificates of compliance. 60-04 Plant inspection. The RPR or their authorized representative may inspect, at its source, any specified material or assembly to be used in the work. Manufacturing plants may be inspected from time to time for the purpose of determining compliance with specified manufacturing methods or materials to be used in the work and to obtain samples required for acceptance of the material or assembly. Should the RPR conduct plant inspections, the following conditions shall exist:

a. The RPR shall have the cooperation and assistance of the Contractor and the producer with whom the Contractor has contracted for materials.

b. The RPR shall have full entry at all reasonable times to such parts of the plant that concern the manufacture

or production of the materials being furnished.

c. If required by the RPR, the Contractor shall arrange for adequate office or working space that may be reasonably needed for conducting plant inspections. Place office or working space in a convenient location with respect to the plant.

It is understood and agreed that the Owner shall have the right to retest any material that has been tested and approved at the source of supply after it has been delivered to the site. The RPR shall have the right to reject only material which, when retested, does not meet the requirements of the contract, plans, or specifications. 60-05 Engineer/ Resident Project Representative (RPR) field office. Reserved – not a requirement under this contract. 60-06 Storage of materials. Materials shall be stored to assure the preservation of their quality and fitness for the work. Stored materials, even though approved before storage, may again be inspected prior to their use in the work. Stored materials shall be located to facilitate their prompt inspection. The Contractor shall coordinate the storage of all materials with the RPR. Materials to be stored on airport property shall not create an obstruction to air navigation nor shall they interfere with the free and unobstructed movement of aircraft. Unless otherwise shown on the plans and/or CSPP, the storage of materials and the location of the Contractor’s plant and parked equipment or vehicles shall be as directed by the RPR. Private property shall not be used for storage purposes without written permission of the Owner or lessee of such property. The Contractor shall make all arrangements and bear all expenses for the storage of materials on private property. Upon request, the Contractor shall furnish the RPR a copy of the property Owner’s permission. All storage sites on private or airport property shall be restored to their original condition by the Contractor at their expense, except as otherwise agreed to (in writing) by the Owner or lessee of the property. 60-07 Unacceptable materials. Any material or assembly that does not conform to the requirements of the contract, plans, or specifications shall be considered unacceptable and shall be rejected. The Contractor shall remove any rejected material or assembly from the site of the work, unless otherwise instructed by the RPR. Rejected material or assembly, the defects of which have been corrected by the Contractor, shall not be returned to the site of the work until such time as the RPR has approved its use in the work.

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60-08 Owner furnished materials. The Contractor shall furnish all materials required to complete the work, except those specified, if any, to be furnished by the Owner. Owner-furnished materials shall be made available to the Contractor at the location specified. All costs of handling, transportation from the specified location to the site of work, storage, and installing Owner-furnished materials shall be included in the unit price bid for the contract item in which such Owner-furnished material is used. After any Owner-furnished material has been delivered to the location specified, the Contractor shall be responsible for any demurrage, damage, loss, or other deficiencies that may occur during the Contractor’s handling, storage, or use of such Owner-furnished material. The Owner will deduct from any monies due or to become due the Contractor any cost incurred by the Owner in making good such loss due to the Contractor’s handling, storage, or use of Owner-furnished materials.

END OF SECTION 60

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SECTION 70 LEGAL REGULATIONS AND RESPONSIBILITY TO PUBLIC

70-01 Laws to be observed. The Contractor shall keep fully informed of all federal and state laws, all local laws, ordinances, and regulations and all orders and decrees of bodies or tribunals having any jurisdiction or authority, which in any manner affect those engaged or employed on the work, or which in any way affect the conduct of the work. The Contractor shall at all times observe and comply with all such laws, ordinances, regulations, orders, and decrees; and shall protect and indemnify the Owner and all their officers, agents, or servants against any claim or liability arising from or based on the violation of any such law, ordinance, regulation, order, or decree, whether by the Contractor or the Contractor’s employees. 70-02 Permits, licenses, and taxes. The Contractor shall procure all permits and licenses, pay all charges, fees, and taxes, and give all notices necessary and incidental to the due and lawful execution of the work. 70-03 Patented devices, materials, and processes. If the Contractor is required or desires to use any design, device, material, or process covered by letters of patent or copyright, the Contractor shall provide for such use by suitable legal agreement with the Patentee or Owner. The Contractor and the surety shall indemnify and hold harmless the Owner, any third party, or political subdivision from any and all claims for infringement by reason of the use of any such patented design, device, material or process, or any trademark or copyright, and shall indemnify the Owner for any costs, expenses, and damages which it may be obliged to pay by reason of an infringement, at any time during the execution or after the completion of the work. 70-04 Restoration of surfaces disturbed by others. The Owner reserves the right to authorize the construction, reconstruction, or maintenance of any public or private utility service, FAA or National Oceanic and Atmospheric Administration (NOAA) facility, or a utility service of another government agency at any time during the progress of the work. To the extent that such construction, reconstruction, or maintenance has been coordinated with the Owner, such authorized work (by others) must be shown on the plans and is indicated as follows:

Owner (Utility or Other Facility) Location (See Plan Sheets) Person to Contact (Name, Title, Address and Phone if disturbance is necessary as part

of the project). Emergency contact information is detailed in the CSPP Except as listed above, the Contractor shall not permit any individual, firm, or corporation to excavate or otherwise disturb such utility services or facilities located within the limits of the work without the written permission of the RPR. Should the Owner of public or private utility service, FAA, or NOAA facility, or a utility service of another government agency be authorized to construct, reconstruct, or maintain such utility service or facility during the progress of the work, the Contractor shall cooperate with such Owners by arranging and performing the work in this contract to facilitate such construction, reconstruction or maintenance by others whether or not such work by others is listed above. When ordered as extra work by the RPR, the Contractor shall make all necessary repairs to the work which are due to such authorized work by others, unless otherwise provided for in the contract, plans, or specifications. It is understood and agreed that the Contractor shall not be entitled to make any claim for damages due to such authorized work by others or for any delay to the work resulting from such authorized work. 70-05 Federal Participation. The United States Government has agreed to reimburse the Owner for some portion of the contract costs. The contract work is subject to the inspection and approval of duly authorized representatives of the FAA Administrator. No requirement of this contract shall be construed as making the United States a party to the contract nor will any such requirement interfere, in any way, with the rights of either party to the contract. 70-06 Sanitary, health, and safety provisions. The Contractor’s worksite and facilities shall comply with applicable federal, state, and local requirements for health, safety and sanitary provisions. 70-07 Public convenience and safety. The Contractor shall control their operations and those of their subcontractors and all suppliers, to assure the least inconvenience to the traveling public. Under all circumstances, safety shall be the most important consideration.

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The Contractor shall maintain the free and unobstructed movement of aircraft and vehicular traffic with respect to their own operations and those of their own subcontractors and all suppliers in accordance with Section 40, paragraph 40-05, Maintenance of Traffic, and shall limit such operations for the convenience and safety of the traveling public as specified in Section 80, paragraph 80-04, Limitation of Operations. The Contractor shall remove or control debris and rubbish resulting from its work operations at frequent intervals, and upon the order of the RPR. If the RPR determines the existence of Contractor debris in the work site represents a hazard to airport operations and the Contractor is unable to respond in a prompt and reasonable manner, the RPR reserves the right to assign the task of debris removal to a third party and recover the resulting costs as a liquidated damage against the Contractor. 70-08 Construction Safety and Phasing Plan (CSPP). The Contractor shall complete the work in accordance with the approved Construction Safety and Phasing Plan (CSPP) developed in accordance with AC 150/5370-2, Operational Safety on Airports During Construction. The CSPP included within “PART I INFORMATION FOR BIDDERS” and on Construction Safety Phasing Plan construction drawing sheets. 70-09 Use of explosives. The use of explosives is not permitted on this project. 70-10 Protection and restoration of property and landscape. The Contractor shall be responsible for the preservation of all public and private property and shall protect carefully from disturbance or damage all land monuments and property markers until the Engineer/RPR has witnessed or otherwise referenced their location and shall not move them until directed. The Contractor shall be responsible for all damage or injury to property of any character, during the execution of the work, resulting from any act, omission, neglect, or misconduct in manner or method of executing the work, or at any time due to defective work or materials, and said responsibility shall not be released until the project has been completed and accepted. When or where any direct or indirect damage or injury is done to public or private property by or on account of any act, omission, neglect, or misconduct in the execution of the work, or in consequence of the non-execution thereof by the Contractor, the Contractor shall restore, at their expense, such property to a condition similar or equal to that existing before such damage or injury was done, by repairing, or otherwise restoring as may be directed, or the Contractor shall make good such damage or injury in an acceptable manner. 70-11 Responsibility for damage claims. The Contractor shall indemnify and hold harmless the Engineer/RPR and the Owner and their officers, agents, and employees from all suits, actions, or claims, of any character, brought because of any injuries or damage received or sustained by any person, persons, or property on account of the operations of the Contractor; or on account of or in consequence of any neglect in safeguarding the work; or through use of unacceptable materials in constructing the work; or because of any act or omission, neglect, or misconduct of said Contractor; or because of any claims or amounts recovered from any infringements of patent, trademark, or copyright; or from any claims or amounts arising or recovered under the “Workmen’s Compensation Act,” or any other law, ordinance, order, or decree. Money due the Contractor under and by virtue of their own contract considered necessary by the Owner for such purpose may be retained for the use of the Owner or, in case no money is due, their own surety may be held until such suits, actions, or claims for injuries or damages shall have been settled and suitable evidence to that effect furnished to the Owner, except that money due the Contractor will not be withheld when the Contractor produces satisfactory evidence that he or she is adequately protected by public liability and property damage insurance. 70-12 Third party beneficiary clause. It is specifically agreed between the parties executing the contract that it is not intended by any of the provisions of any part of the contract to create for the public or any member thereof, a third-party beneficiary or to authorize anyone not a party to the contract to maintain a suit for personal injuries or property damage pursuant to the terms or provisions of the contract. 70-13 Opening sections of the work to traffic. If it is necessary for the Contractor to complete portions of the contract work for the beneficial occupancy of the Owner prior to completion of the entire contract, such “phasing” of the work must be specified below and indicated on the approved Construction Safety and Phasing Plan (CSPP) and the project plans. When so specified, the Contractor shall complete such portions of the work on or before the date specified or as otherwise specified. The Contractor shall make his or her own estimate of the difficulties involved in arranging the

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work to permit such beneficial occupancy by the Owner as described in the CSPP, Construction Plan Sheet G-3, meeting the following criteria:

Phase or Description to be completed Required Date or Sequence of Owner’s Beneficial Occupancy, as listed in the

Special Provisions and CSPP. Upon completion of any portion of work listed above, such portion shall be accepted by the Owner in accordance with Section 50, paragraph 50-14, Partial Acceptance. No portion of the work may be opened by the Contractor until directed by the Owner in writing. Should it become necessary to open a portion of the work to traffic on a temporary or intermittent basis, such openings shall be made when, in the opinion of the RPR, such portion of the work is in an acceptable condition to support the intended traffic. Temporary or intermittent openings are considered to be inherent in the work and shall not constitute either acceptance of the portion of the work so opened or a waiver of any provision of the contract. Any damage to the portion of the work so opened that is not attributable to traffic which is permitted by the Owner shall be repaired by the Contractor at their expense. The Contractor shall make their own estimate of the inherent difficulties involved in completing the work under the conditions herein described and shall not claim any added compensation by reason of delay or increased cost due to opening a portion of the contract work. The Contractor must conform to safety standards contained AC 150/5370-2 and the approved CSPP. Contractor shall refer to the plans, specifications, and the approved CSPP to identify barricade requirements, temporary and/or permanent markings, airfield lighting, guidance signs and other safety requirements prior to opening up sections of work to traffic. 70-14 Contractor’s responsibility for work. Until the RPR’s final written acceptance of the entire completed work, excepting only those portions of the work accepted in accordance with Section 50, paragraph 50-14, Partial Acceptance, the Contractor shall have the charge and care thereof and shall take every precaution against injury or damage to any part due to the action of the elements or from any other cause, whether arising from the execution or from the non-execution of the work. The Contractor shall rebuild, repair, restore, and make good all injuries or damages to any portion of the work occasioned by any of the above causes before final acceptance and shall bear the expense thereof except damage to the work due to unforeseeable causes beyond the control of and without the fault or negligence of the Contractor, including but not restricted to acts of God such as earthquake, tidal wave, tornado, hurricane or other cataclysmic phenomenon of nature, or acts of the public enemy or of government authorities. If the work is suspended for any cause whatever, the Contractor shall be responsible for the work and shall take such precautions necessary to prevent damage to the work. The Contractor shall provide for normal drainage and shall erect necessary temporary structures, signs, or other facilities at their own expense. During such period of suspension of work, the Contractor shall properly and continuously maintain in an acceptable growing condition all living material in newly established planting, seeding, and sodding furnished under the contract, and shall take adequate precautions to protect new tree growth and other important vegetative growth against injury. 70-15 Contractor’s responsibility for utility service and facilities of others. As provided in paragraph 70-04, Restoration of Surfaces Disturbed by Others, the Contractor shall cooperate with the owner of any public or private utility service, FAA or NOAA, or a utility service of another government agency that may be authorized by the Owner to construct, reconstruct or maintain such utility services or facilities during the progress of the work. In addition, the Contractor shall control their operations to prevent the unscheduled interruption of such utility services and facilities. To the extent that such public or private utility services, FAA, or NOAA facilities, or utility services of another governmental agency are known to exist within the limits of the contract work, the approximate locations have been indicated on the plans and/or in the contract documents. It is understood and agreed that the Owner does not guarantee the accuracy or the completeness of the location information relating to existing utility services, facilities, or structures that may be shown on the plans or encountered

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in the work. Any inaccuracy or omission in such information shall not relieve the Contractor of the responsibility to protect such existing features from damage or unscheduled interruption of service. It is further understood and agreed that the Contractor shall, upon execution of the contract, notify the Owners of all utility services or other facilities of their plan of operations. Such notification shall be in writing addressed to “The Person to Contact” as provided in this paragraph and paragraph 70-04, Restoration of surfaces disturbed by others. A copy of each notification shall be given to the RPR. In addition to the general written notification provided, it shall be the responsibility of the Contractor to keep such individual Owners advised of changes in their plan of operations that would affect such Owners. Prior to beginning the work in the general vicinity of an existing utility service or facility, the Contractor shall again notify each such Owner of their plan of operation. If, in the Contractor’s opinion, the Owner’s assistance is needed to locate the utility service or facility or the presence of a representative of the Owner is desirable to observe the work, such advice should be included in the notification. Such notification shall be given by the most expeditious means to reach the utility owner’s “Person to Contact” no later than two normal business days prior to the Contractor’s commencement of operations in such general vicinity. The Contractor shall furnish a written summary of the notification to the RPR. The Contractor’s failure to give the two days’ notice shall be cause for the Owner to suspend the Contractor’s operations in the general vicinity of a utility service or facility. Where the outside limits of an underground utility service have been located and staked on the ground, the Contractor shall be required to use hand excavation methods within 3 feet (1 m) of such outside limits at such points as may be required to ensure protection from damage due to the Contractor’s operations. Should the Contractor damage or interrupt the operation of a utility service or facility by accident or otherwise, the Contractor shall immediately notify the proper authority and the RPR and shall take all reasonable measures to prevent further damage or interruption of service. The Contractor, in such events, shall cooperate with the utility service or facility owner and the RPR continuously until such damage has been repaired and service restored to the satisfaction of the utility or facility owner. The Contractor shall bear all costs of damage and restoration of service to any utility service or facility due to their operations whether due to negligence or accident. The Owner reserves the right to deduct such costs from any monies due or which may become due the Contractor, or their own surety. 70-15.1 FAA facilities and cable runs. Reserved.

70-16 Furnishing rights-of-way. The Owner will be responsible for furnishing all rights-of-way upon which the work is to be constructed in advance of the Contractor’s operations. 70-17 Personal liability of public officials. In carrying out any of the contract provisions or in exercising any power or authority granted by this contract, there shall be no liability upon the Engineer, RPR, their authorized representatives, or any officials of the Owner either personally or as an official of the Owner. It is understood that in such matters they act solely as agents and representatives of the Owner. 70-18 No waiver of legal rights. Upon completion of the work, the Owner will expeditiously make final inspection and notify the Contractor of final acceptance. Such final acceptance, however, shall not preclude or stop the Owner from correcting any measurement, estimate, or certificate made before or after completion of the work, nor shall the Owner be precluded or stopped from recovering from the Contractor or their surety, or both, such overpayment as may be sustained, or by failure on the part of the Contractor to fulfill their obligations under the contract. A waiver on the part of the Owner of any breach of any part of the contract shall not be held to be a waiver of any other or subsequent breach. The Contractor, without prejudice to the terms of the contract, shall be liable to the Owner for latent defects, fraud, or such gross mistakes as may amount to fraud, or as regards the Owner’s rights under any warranty or guaranty.

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70-19 Environmental protection. The Contractor shall comply with all federal, state, and local laws and regulations controlling pollution of the environment. The Contractor shall take necessary precautions to prevent pollution of streams, lakes, ponds, and reservoirs with fuels, oils, asphalts, chemicals, or other harmful materials and to prevent pollution of the atmosphere from particulate and gaseous matter. 70-20 Archaeological and historical findings. Unless otherwise specified in this subsection, the Contractor is advised that the site of the work is not within any property, district, or site, and does not contain any building, structure, or object listed in the current National Register of Historic Places published by the United States Department of Interior. Should the Contractor encounter, during their operations, any building, part of a building, structure, or object that is incongruous with its surroundings, the Contractor shall immediately cease operations in that location and notify the RPR. The RPR will immediately investigate the Contractor’s finding and the Owner will direct the Contractor to either resume operations or to suspend operations as directed. Should the Owner order suspension of the Contractor’s operations in order to protect an archaeological or historical finding, or order the Contractor to perform extra work, such shall be covered by an appropriate contract change order or supplemental agreement as provided in Section 40, paragraph 40-04, Extra Work, and Section 90, paragraph 90-05, Payment for Extra Work. If appropriate, the contract change order or supplemental agreement shall include an extension of contract time in accordance with Section 80, paragraph 80-07, Determination and Extension of Contract Time. 70-21 Insurance Requirements. Insurance requirements are as listed in “PART V SPECIAL PROVISIONS”.

END OF SECTION 70

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SECTION 80 EXECUTION AND PROGRESS

80-01 Subletting of contract. The Owner will not recognize any subcontractor on the work. The Contractor shall at all times when work is in progress be represented either in person, by a qualified superintendent, or by other designated, qualified representative who is duly authorized to receive and execute orders of the Resident Project Representative (RPR). The Contractor shall perform, with his organization, an amount of work equal to at least 25 percent of the total contract cost. Should the Contractor elect to assign their contract, said assignment shall be concurred in by the surety, shall be presented for the consideration and approval of the Owner, and shall be consummated only on the written approval of the Owner. The Contractor shall provide copies of all subcontracts to the RPR a minimum of 14 days prior to being utilized on the project. As a minimum, the information shall include the following:

Subcontractor's legal company name. Subcontractor's legal company address, including County name. Principal contact person's name, telephone and fax number. Complete narrative description, and dollar value of the work to be performed by the subcontractor. Copies of required insurance certificates in accordance with the specifications. Minority/ non-minority status.

80-02 Notice to proceed (NTP). The Owners notice to proceed will state the date on which contract time commences. The Contractor is expected to commence project operations within 10 days of the date established in the NTP. The Contractor shall notify the RPR at least 24 hours in advance of the time contract operations begins. The Contractor shall not commence any actual operations prior to the date on which the notice to proceed is issued by the Owner. 80-03 Execution and progress. Unless otherwise specified, the Contractor shall submit their coordinated construction schedule showing all work activities for the RPR’s review and acceptance at least 10 days prior to the start of work. The Contractor’s progress schedule, once accepted by the RPR, will represent the Contractor's baseline plan to accomplish the project in accordance with the terms and conditions of the Contract. The RPR will compare actual Contractor progress against the baseline schedule to determine that status of the Contractor's performance. The Contractor shall provide sufficient materials, equipment, and labor to guarantee the completion of the project in accordance with the plans and specifications within the time set forth in the proposal. If the Contractor falls significantly behind the submitted schedule, the Contractor shall, upon the RPR’s request, submit a revised schedule for completion of the work within the contract time and modify their operations to provide such additional materials, equipment, and labor necessary to meet the revised schedule. Should the execution of the work be discontinued for any reason, the Contractor shall notify the RPR at least 24 hours in advance of resuming operations. The Contractor shall not commence any actual construction prior to the date on which the NTP is issued by the Owner. For project over $500,000, the project schedule shall be prepared as a network diagram in Critical Path Method (CPM), Program Evaluation and Review Technique (PERT), or other format, or as otherwise specified. It shall include information on the sequence of work activities, milestone dates, and activity duration. The schedule shall show all work items identified in the project proposal for each work area and shall include the project start date and end date. The Contractor shall maintain the work schedule and provide an update and analysis of the progress schedule on a twice monthly basis, or as otherwise specified in the contract. Submission of the work schedule shall not relieve the Contractor of overall responsibility for scheduling, sequencing, and coordinating all work to comply with the requirements of the contract.

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80-04 Limitation of operations. The Contractor shall control their operations and the operations of their subcontractors and all suppliers to provide for the free and unobstructed movement of aircraft in the air operations areas (AOA) of the airport. When the work requires the Contractor to conduct their operations within an AOA of the airport, the work shall be coordinated with airport operations (through the RPR) at least 48 hours prior to commencement of such work. The Contractor shall not close an AOA until so authorized by the RPR and until the necessary temporary marking, signage and associated lighting is in place as provided in Section 70, paragraph 70-08, Construction Safety and Phasing Plan (CSPP). When the contract work requires the Contractor to work within an AOA of the airport on an intermittent basis (intermittent opening and closing of the AOA), the Contractor shall maintain constant communications as specified; immediately obey all instructions to vacate the AOA; and immediately obey all instructions to resume work in such AOA. Failure to maintain the specified communications or to obey instructions shall be cause for suspension of the Contractor’s operations in the AOA until satisfactory conditions are provided. The areas of the AOA identified in the Construction Safety Phasing Plan (CSPP), cannot be closed to operating aircraft to permit the Contractor’s operations on a continuous basis and will therefore be closed to aircraft operations intermittently as specified in the Construction Safety and Phasing Plan and “PART V SPECIAL PROVISIONS”. The Contractor shall be required to conform to safety standards contained in AC 150/5370-2, Operational Safety on Airports During Construction and the approved CSPP. 80-04.1 Operational safety on airport during construction. All Contractors’ operations shall be conducted in accordance with the approved project Construction Safety and Phasing Plan (CSPP) and the Safety Plan Compliance Document (SPCD) and the provisions set forth within the current version of AC 150/5370-2, Operational Safety on Airports During Construction. The CSPP included within the contract documents conveys minimum requirements for operational safety on the airport during construction activities. The Contractor shall prepare and submit a SPCD that details how it proposes to comply with the requirements presented within the CSPP. The Contractor shall implement all necessary safety plan measures prior to commencement of any work activity. The Contractor shall conduct routine checks to assure compliance with the safety plan measures. The Contractor is responsible to the Owner for the conduct of all subcontractors it employs on the project. The Contractor shall assure that all subcontractors are made aware of the requirements of the CSPP and SPCD and that they implement and maintain all necessary measures. No deviation or modifications may be made to the approved CSPP and SPCD unless approved in writing by the Owner. The necessary coordination actions to review Contractor proposed modifications to an approved CSPP or approved SPCD can require a significant amount of time. 80-05 Character of workers, methods, and equipment. The Contractor shall, at all times, employ sufficient labor and equipment for prosecuting the work to full completion in the manner and time required by the contract, plans, and specifications. All workers shall have sufficient skill and experience to perform properly the work assigned to them. Workers engaged in special work or skilled work shall have sufficient experience in such work and in the operation of the equipment required to perform the work satisfactorily. Any person employed by the Contractor or by any subcontractor who violates any operational regulations or operational safety requirements and, in the opinion of the RPR, does not perform his work in a proper and skillful manner or is intemperate or disorderly shall, at the written request of the RPR, be removed immediately by the Contractor or subcontractor employing such person, and shall not be employed again in any portion of the work without approval of the RPR. Should the Contractor fail to remove such person or persons or fail to furnish suitable and sufficient personnel for the proper execution of the work, the RPR may suspend the work by written notice until compliance with such orders.

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All equipment that is proposed to be used on the work shall be of sufficient size and in such mechanical condition as to meet requirements of the work and to produce a satisfactory quality of work. Equipment used on any portion of the work shall not cause injury to previously completed work, adjacent property, or existing airport facilities due to its use. When the methods and equipment to be used by the Contractor in accomplishing the work are not prescribed in the contract, the Contractor is free to use any methods or equipment that will accomplish the work in conformity with the requirements of the contract, plans, and specifications. When the contract specifies the use of certain methods and equipment, such methods and equipment shall be used unless otherwise authorized by the RPR. If the Contractor desires to use a method or type of equipment other than specified in the contract, the Contractor may request authority from the RPR to do so. The request shall be in writing and shall include a full description of the methods and equipment proposed and of the reasons for desiring to make the change. If approval is given, it will be on the condition that the Contractor will be fully responsible for producing work in conformity with contract requirements. If, after trial use of the substituted methods or equipment, the RPR determines that the work produced does not meet contract requirements, the Contractor shall discontinue the use of the substitute method or equipment and shall complete the remaining work with the specified methods and equipment. The Contractor shall remove any deficient work and replace it with work of specified quality or take such other corrective action as the RPR may direct. No change will be made in basis of payment for the contract items involved nor in contract time as a result of authorizing a change in methods or equipment under this paragraph. 80-06 Temporary suspension of the work. The Owner shall have the authority to suspend the work wholly, or in part, for such period or periods the Owner may deem necessary, due to unsuitable weather, or other conditions considered unfavorable for the execution of the work, or for such time necessary due to the failure on the part of the Contractor to carry out orders given or perform any or all provisions of the contract. In the event that the Contractor is ordered by the Owner, in writing, to suspend work for some unforeseen cause not otherwise provided for in the contract and over which the Contractor has no control, the Contractor may be reimbursed for actual money expended on the work during the period of shutdown. No allowance will be made for anticipated profits. The period of shutdown shall be computed from the effective date of the written order to suspend work to the effective date of the written order to resume the work. Claims for such compensation shall be filed with the RPR within the time period stated in the RPR’s order to resume work. The Contractor shall submit with their own claim information substantiating the amount shown on the claim. The RPR will forward the Contractor’s claim to the Owner for consideration in accordance with local laws or ordinances. No provision of this article shall be construed as entitling the Contractor to compensation for delays due to inclement weather or for any other delay provided for in the contract, plans, or specifications. If it becomes necessary to suspend work for an indefinite period, the Contractor shall store all materials in such manner that they will not become an obstruction nor become damaged in any way. The Contractor shall take every precaution to prevent damage or deterioration of the work performed and provide for normal drainage of the work. The Contractor shall erect temporary structures where necessary to provide for traffic on, to, or from the airport. 80-07 Determination and extension of contract time. The number of calendar or working days, or completion date shall be stated in the proposal and contract and shall be known as the Contract Time. If the contract time requires extension for reasons beyond the Contractor’s control, it shall be adjusted as follows: 80-07.1 Contract time based on working days. Contract time based on working days shall be calculated weekly by the Resident Project Representative (RPR). The RPR will furnish the Contractor a copy of their weekly statement of the number of working days charged against the contract time during the week and the number of working days currently specified for completion of the contract (the original contract time plus the number of working days, if any, that have been included in approved Change Orders or Supplemental Agreements covering Extra Work). The weekly statement of contract time charged is based on the following considerations:

(1) Time will be charged for days on which the Contractor could proceed with scheduled work under

construction at the time for at least six (6) hours with the normal work force employed on such items.

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When normal work force is a double-shift, use 12 hours; and when the normal work force is on a triple-shift, use 18 hours. Conditions beyond the Contractor’s control such as strikes, lockouts, unusual delays in transportation, temporary suspension of the scheduled work items under construction or temporary suspension of the entire work which have been ordered by the Owner for reasons not the fault of the Contractor, shall not be charged against the contract time.

(2) The RPR will not make charges against the contract time prior to the effective date of the notice to proceed.

(3) The RPR will begin charges against the contract time on the first working day after the effective date of

the notice to proceed.

(4) The RPR will not make charges against the contract time after the date of final acceptance as defined in Section 50, paragraph 50-15, Final Acceptance.

(5) The Contractor will be allowed one (1) week in which to file a written protest setting forth their own

objections to the RPR’s weekly statement. If no objection is filed within such specified time, the weekly statement shall be considered as acceptable to the Contractor.

The contract time (stated in the proposal) is based on the originally estimated quantities as described in the Section 20, paragraph 20-05, Interpretation of Estimated Proposal Quantities. Should the satisfactory completion of the contract require performance of work in greater quantities than those estimated in the proposal, the contract time shall be increased in the same proportion as the cost of the actually completed quantities bears to the cost of the originally estimated quantities in the proposal. Such increase in contract time shall not consider either the cost of work or the extension of contract time that has been covered by change order or supplemental agreement and shall be made at the time of final payment. 80-07.2 Contract time based on calendar days. Contract Time based on calendar days shall consist of the number of calendar days stated in the contract counting from the effective date of the Notice to Proceed and including all Saturdays, Sundays, holidays, and non-work days. All calendar days elapsing between the effective dates of the Owner’s orders to suspend and resume all work, due to causes not the fault of the Contractor, shall be excluded. At the time of final payment, the contract time shall be increased in the same proportion as the cost of the actually completed quantities bears to the cost of the originally estimated quantities in the proposal. Such increase in the contract time shall not consider either cost of work or the extension of contract time that has been covered by a change order or supplemental agreement. Charges against the contract time will cease as of the date of final acceptance. 80-07.1 Contract time based on specific completion date. When the contract time is a specified completion date, it shall be the date on which all contract work shall be substantially complete. If the Contractor finds it impossible for reasons beyond their own control to complete the work within the contract time as specified, or as extended in accordance with the provisions of this paragraph, the Contractor may, at any time prior to the expiration of the contract time as extended, make a written request to the Owner for an extension of time setting forth the reasons which the Contractor believes will justify the granting of their own request. Requests for extension of time, caused by inclement weather, shall be supported with National Weather Bureau data showing the actual amount of inclement weather exceeded what could normally be expected during the contract period. The Contractor’s plea that insufficient time was specified is not a valid reason for extension of time. If the supporting documentation justify the work was delayed because of conditions beyond the control and without the fault of the Contractor, the Owner may extend the time for completion by a change order that adjusts the contract time or completion date. The extended time for completion shall then be in full force and effect, the same as though it were the original time for completion. 80-08 Failure to complete on time. For each calendar day or working day, as specified in the contract, that any work remains uncompleted after the contract time (including all extensions and adjustments as provided in paragraph 80-07, Determination and Extension of Contract Time) the sum specified in the contract and proposal as liquidated damages (LD) will be deducted from any money due or to become due the Contractor or their own surety. Such deducted sums shall not be deducted as a penalty but shall be considered as liquidation of a reasonable portion of

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damages including but not limited to additional engineering services that will be incurred by the Owner should the Contractor fail to complete the work in the time provided in their contract.

Schedule Liquidated Damages Cost Allowed Construction Time See “PART V SPECIAL PROVISIONS”

The maximum construction time allowed is as listed in the Contract, included in “PART VII MISCELLANEOUS FORMS”. Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion, or after the date to which the time for completion may have been extended, will in no way operate as a wavier on the part of the Owner of any of its rights under the contract. 80-09 Default and termination of contract. The Contractor shall be considered in default of their contract and such default will be considered as cause for the Owner to terminate the contract for any of the following reasons, if the Contractor:

a. Fails to begin the work under the contract within the time specified in the Notice to Proceed, or

b. Fails to perform the work or fails to provide sufficient workers, equipment and/or materials to assure completion of work in accordance with the terms of the contract, or

c. Performs the work unsuitably or neglects or refuses to remove materials or to perform anew such work as

may be rejected as unacceptable and unsuitable, or

d. Discontinues the execution of the work, or

e. Fails to resume work which has been discontinued within a reasonable time after notice to do so, or

f. Becomes insolvent or is declared bankrupt, or commits any act of bankruptcy or insolvency, or

g. Allows any final judgment to stand against the Contractor unsatisfied for a period of 10 days, or

h. Makes an assignment for the benefit of creditors, or

i. For any other cause whatsoever, fails to carry on the work in an acceptable manner. Should the Owner consider the Contractor in default of the contract for any reason above, the Owner shall immediately give written notice to the Contractor and the Contractor’s surety as to the reasons for considering the Contractor in default and the Owner’s intentions to terminate the contract. If the Contractor or surety, within a period of 10 days after such notice, does not proceed in accordance therewith, then the Owner will, upon written notification from the RPR of the facts of such delay, neglect, or default and the Contractor’s failure to comply with such notice, have full power and authority without violating the contract, to take the execution of the work out of the hands of the Contractor. The Owner may appropriate or use any or all materials and equipment that have been mobilized for use in the work and are acceptable and may enter into an agreement for the completion of said contract according to the terms and provisions thereof or use such other methods as in the opinion of the RPR will be required for the completion of said contract in an acceptable manner. All costs and charges incurred by the Owner, together with the cost of completing the work under contract, will be deducted from any monies due or which may become due the Contractor. If such expense exceeds the sum which would have been payable under the contract, then the Contractor and the surety shall be liable and shall pay to the Owner the amount of such excess. 80-10 Termination for national emergencies. The Owner shall terminate the contract or portion thereof by written notice when the Contractor is prevented from proceeding with the construction contract as a direct result of an Executive Order of the President with respect to the execution of war or in the interest of national defense.

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When the contract, or any portion thereof, is terminated before completion of all items of work in the contract, payment will be made for the actual number of units or items of work completed at the contract price or as mutually agreed for items of work partially completed or not started. No claims or loss of anticipated profits shall be considered. Reimbursement for organization of the work, and other overhead expenses, (when not otherwise included in the contract) and moving equipment and materials to and from the job will be considered, the intent being that an equitable settlement will be made with the Contractor. Acceptable materials obtained or ordered by the Contractor for the work and that are not incorporated in the work shall, at the option of the Contractor, be purchased from the Contractor at actual cost as shown by receipted bills and actual cost records at such points of delivery as may be designated by the RPR. Termination of the contract or a portion thereof shall neither relieve the Contractor of their responsibilities for the completed work nor shall it relieve their surety of its obligation for and concerning any just claim arising out of the work performed. 80-11 Work area, storage area and sequence of operations. The Contractor shall obtain approval from the RPR prior to beginning any work in all areas of the airport. No operating runway, taxiway, or air operations area (AOA) shall be crossed, entered, or obstructed while it is operational. The Contractor shall plan and coordinate work in accordance with the approved CSPP and SPCD.

END OF SECTION 80

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SECTION 90 MEASUREMENT AND PAYMENT

90-01 Measurement of quantities. All work completed under the contract will be measured by the RPR, or their authorized representatives, using United States Customary Units of Measurement. The method of measurement and computations to be used in determination of quantities of material furnished and of work performed under the contract will be those methods generally recognized as conforming to good engineering practice. Unless otherwise specified, longitudinal measurements for area computations will be made horizontally, and no deductions will be made for individual fixtures (or leave-outs) having an area of 9 square feet (0.8 square meters) or less. Unless otherwise specified, transverse measurements for area computations will be the neat dimensions shown on the plans or ordered in writing by the RPR. Unless otherwise specified, all contract items which are measured by the linear foot such as electrical ducts, conduits, pipe culverts, underdrains, and similar items shall be measured parallel to the base or foundation upon which such items are placed. The term “lump sum” when used as an item of payment will mean complete payment for the work described in the contract. When a complete structure or structural unit (in effect, “lump sum” work) is specified as the unit of measurement, the unit will be construed to include all necessary fittings and accessories. When requested by the Contractor and approved by the RPR in writing, material specified to be measured by the cubic yard (cubic meter) may be weighed, and such weights will be converted to cubic yards (cubic meters) for payment purposes. Factors for conversion from weight measurement to volume measurement will be determined by the RPR and shall be agreed to by the Contractor before such method of measurement of pay quantities is used.

Measurement and Payment Terms Term Description Excavation and Embankment Volume

In computing volumes of excavation, the average end area method will be used unless otherwise specified.

Measurement and Proportion by Weight

The term “ton” will mean the short ton consisting of 2,000 pounds (907 km) avoirdupois. All materials that are measured or proportioned by weights shall be weighed on accurate, independently certified scales by competent, qualified personnel at locations designated by the RPR. If material is shipped by rail, the car weight may be accepted provided that only the actual weight of material is paid for. However, car weights will not be acceptable for material to be passed through mixing plants. Trucks used to haul material being paid for by weight shall be weighed empty daily at such times as the RPR directs, and each truck shall bear a plainly legible identification mark.

Measurement by Volume

Materials to be measured by volume in the hauling vehicle shall be hauled in approved vehicles and measured therein at the point of delivery. Vehicles for this purpose may be of any size or type acceptable for the materials hauled, provided that the body is of such shape that the actual contents may be readily and accurately determined. All vehicles shall be loaded to at least their water level capacity, and all loads shall be leveled when the vehicles arrive at the point of delivery.

Asphalt Material Asphalt materials will be measured by the gallon (liter) or ton (kg). When measured by volume, such volumes will be measured at 60°F (16°C) or will be corrected to the volume at 60°F (16°C) using ASTM D1250 for asphalts. Net certified scale weights or weights based on certified volumes in the case of rail shipments will be used as a basis of measurement, subject to correction when asphalt material has been lost from the car or the distributor, wasted, or otherwise not incorporated in the work. When asphalt materials are shipped by truck or transport, net certified weights by volume, subject to correction for loss or foaming, will be used for computing quantities.

Cement Cement will be measured by the ton (kg) or hundredweight (km).

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Term Description Structure Structures will be measured according to neat lines shown on the plans or as altered to fit

field conditions. Timber Timber will be measured by the thousand feet board measure (MFBM) actually

incorporated in the structure. Measurement will be based on nominal widths and thicknesses and the extreme length of each piece.

Plates and Sheets The thickness of plates and galvanized sheet used in the manufacture of corrugated metal pipe, metal plate pipe culverts and arches, and metal cribbing will be specified and measured in decimal fraction of inch.

Miscellaneous Items When standard manufactured items are specified such as fence, wire, plates, rolled shapes, pipe conduit, etc., and these items are identified by gauge, unit weight, section dimensions, etc., such identification will be considered to be nominal weights or dimensions. Unless more stringently controlled by tolerances in cited specifications, manufacturing tolerances established by the industries involved will be accepted.

Scales Scales must be tested for accuracy and serviced before use. Scales for weighing materials which are required to be proportioned or measured and paid for by weight shall be furnished, erected, and maintained by the Contractor, or be certified permanently installed commercial scales. Platform scales shall be installed and maintained with the platform level and rigid bulkheads at each end. Scales shall be accurate within 0.5% of the correct weight throughout the range of use. The Contractor shall have the scales checked under the observation of the RPR before beginning work and at such other times as requested. The intervals shall be uniform in spacing throughout the graduated or marked length of the beam or dial and shall not exceed 0.1% of the nominal rated capacity of the scale, but not less than one pound (454 grams). The use of spring balances will not be permitted. In the event inspection reveals the scales have been “overweighing” (indicating more than correct weight) they will be immediately adjusted. All materials received subsequent to the last previous correct weighting-accuracy test will be reduced by the percentage of error in excess of 0.5%. In the event inspection reveals the scales have been under-weighing (indicating less than correct weight), they shall be immediately adjusted. No additional payment to the Contractor will be allowed for materials previously weighed and recorded. Beams, dials, platforms, and other scale equipment shall be so arranged that the operator and the RPR can safely and conveniently view them. Scale installations shall have available ten standard 50-pound (2.3 km) weights for testing the weighing equipment or suitable weights and devices for other approved equipment. All costs in connection with furnishing, installing, certifying, testing, and maintaining scales; for furnishing check weights and scale house; and for all other items specified in this subsection, for the weighing of materials for proportioning or payment, shall be included in the unit contract prices for the various items of the project.

Rental Equipment Rental of equipment will be measured by time in hours of actual working time and necessary traveling time of the equipment within the limits of the work. Special equipment ordered in connection with extra work will be measured as agreed in the change order or supplemental agreement authorizing such work as provided in paragraph 90-05 Payment for Extra Work.

Pay Quantities When the estimated quantities for a specific portion of the work are designated as the pay quantities in the contract, they shall be the final quantities for which payment for such specific portion of the work will be made, unless the dimensions of said portions of the work shown on the plans are revised by the RPR. If revised dimensions result in an increase or decrease in the quantities of such work, the final quantities for payment will be revised in the amount represented by the authorized changes in the dimensions.

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90-02 Scope of payment. The Contractor shall receive and accept compensation provided for in the contract as full payment for furnishing all materials, for performing all work under the contract in a complete and acceptable manner, and for all risk, loss, damage, or expense of whatever character arising out of the nature of the work or the execution thereof, subject to the provisions of Section 70, paragraph 70-18, No Waiver of Legal Rights. When the “basis of payment” subsection of a technical specification requires that the contract price (price bid) include compensation for certain work or material essential to the item, this same work or material will not also be measured for payment under any other contract item which may appear elsewhere in the contract, plans, or specifications. 90-03 Compensation for altered quantities. When the accepted quantities of work vary from the quantities in the proposal, the Contractor shall accept as payment in full, so far as contract items are concerned, payment at the original contract price for the accepted quantities of work actually completed and accepted. No allowance, except as provided for in Section 40, paragraph 40-02, Alteration of Work and Quantities, will be made for any increased expense, loss of expected reimbursement, or loss of anticipated profits suffered or claimed by the Contractor which results directly from such alterations or indirectly from their own unbalanced allocation of overhead and profit among the contract items, or from any other cause. 90-04 Payment for omitted items. As specified in Section 40, paragraph 40-03, Omitted Items, the RPR shall have the right to omit from the work (order nonperformance) any contract item, except major contract items, in the best interest of the Owner. Should the RPR omit or order nonperformance of a contract item or portion of such item from the work, the Contractor shall accept payment in full at the contract prices for any work actually completed and acceptable prior to the RPR’s order to omit or non-perform such contract item. Acceptable materials ordered by the Contractor or delivered on the work prior to the date of the RPR’s order will be paid for at the actual cost to the Contractor and shall thereupon become the property of the Owner. In addition to the reimbursement hereinbefore provided, the Contractor shall be reimbursed for all actual costs incurred for the purpose of performing the omitted contract item prior to the date of the RPR’s order. Such additional costs incurred by the Contractor must be directly related to the deleted contract item and shall be supported by certified statements by the Contractor as to the nature the amount of such costs. 90-05 Payment for extra work. Extra work, performed in accordance with Section 40, paragraph 40-04, Extra Work, will be paid for at the contract prices or agreed prices specified in the change order or supplemental agreement authorizing the extra work. 90-06 Partial payments. Partial payments will be made to the Contractor at least once each month as the work progresses. Said payments will be based upon estimates, prepared by the RPR, of the value of the work performed and materials complete and in place, in accordance with the contract, plans, and specifications. Such partial payments may also include the delivered actual cost of those materials stockpiled and stored in accordance with paragraph 90-07, Payment for Materials on Hand. No partial payment will be made when the amount due to the Contractor since the last estimate amounts to less than five hundred dollars.

a. From the total of the amount determined to be payable on a partial payment, 5 percent of such total amount will be deducted and retained by the Owner for protection of the Owner’s interests. Unless otherwise instructed by the Owner, the amount retained by the Owner will be in effect until the final payment is made except as follows: (1) Contractor may request release of retainage on work that has been partially accepted by the

Owner in accordance with Section 50-14. Contractor must provide a certified invoice to the RPR that supports the value of retainage held by the Owner for partially accepted work.

(2) In lieu of retainage, the Contractor may exercise at its option the establishment of an escrow account per paragraph 90-08.

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b. The Contractor is required to pay all subcontractors for satisfactory performance of their contracts no later than 30 days after the Contractor has received a partial payment. Contractor must provide the Owner evidence of prompt and full payment of retainage held by the prime Contractor to the subcontractor within 30 days after the subcontractor’s work is satisfactorily completed. A subcontractor’s work is satisfactorily completed when all the tasks called for in the subcontract have been accomplished and documented as required by the Owner. When the Owner has made an incremental acceptance of a portion of a prime contract, the work of a subcontractor covered by that acceptance is deemed to be satisfactorily completed.

c. When at least 95% of the work has been completed to the satisfaction of the RPR, the RPR shall, at the Owner’s discretion and with the consent of the surety, prepare estimates of both the contract value and the cost of the remaining work to be done. The Owner may retain an amount not less than twice the contract value or estimated cost, whichever is greater, of the work remaining to be done. The remainder, less all previous payments and deductions, will then be certified for payment to the Contractor.

It is understood and agreed that the Contractor shall not be entitled to demand or receive partial payment based on quantities of work in excess of those provided in the proposal or covered by approved change orders or supplemental agreements, except when such excess quantities have been determined by the RPR to be a part of the final quantity for the item of work in question. No partial payment shall bind the Owner to the acceptance of any materials or work in place as to quality or quantity. All partial payments are subject to correction at the time of final payment as provided in paragraph 90-09, Acceptance and Final Payment. The Contractor shall deliver to the Owner a complete release of all claims for labor and material arising out of this contract before the final payment is made. If any subcontractor or supplier fails to furnish such a release in full, the Contractor may furnish a bond or other collateral satisfactory to the Owner to indemnify the Owner against any potential lien or other such claim. The bond or collateral shall include all costs, expenses, and attorney fees the Owner may be compelled to pay in discharging any such lien or claim. 90-07 Payment for materials on hand. Partial payments may be made to the extent of the delivered cost of materials to be incorporated in the work, provided that such materials meet the requirements of the contract, plans, and specifications and are delivered to acceptable sites on the airport property or at other sites in the vicinity that are acceptable to the Owner. Such delivered costs of stored or stockpiled materials may be included in the next partial payment after the following conditions are met:

a. The material has been stored or stockpiled in a manner acceptable to the RPR at or on an approved site. b. The Contractor has furnished the RPR with acceptable evidence of the quantity and quality of such stored or

stockpiled materials.

c. The Contractor has furnished the RPR with satisfactory evidence that the material and transportation costs have been paid.

d. The Contractor has furnished the Owner legal title (free of liens or encumbrances of any kind) to the material

stored or stockpiled.

e. The Contractor has furnished the Owner evidence that the material stored or stockpiled is insured against loss by damage to or disappearance of such materials at any time prior to use in the work.

It is understood and agreed that the transfer of title and the Owner’s payment for such stored or stockpiled materials shall in no way relieve the Contractor of their responsibility for furnishing and placing such materials in accordance with the requirements of the contract, plans, and specifications. In no case will the amount of partial payments for materials on hand exceed the contract price for such materials or the contract price for the contract item in which the material is intended to be used.

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No partial payment will be made for stored or stockpiled living or perishable plant materials. The Contractor shall bear all costs associated with the partial payment of stored or stockpiled materials in accordance with the provisions of this paragraph. 90-08 Payment of withheld funds. At the Contractor’s option, if an Owner withholds retainage in accordance with the methods described in paragraph 90-06 Partial Payments, the Contractor may request that the Owner deposit the retainage into an escrow account. The Owner’s deposit of retainage into an escrow account is subject to the following conditions:

a. The Contractor shall bear all expenses of establishing and maintaining an escrow account and escrow agreement acceptable to the Owner.

b. The Contractor shall deposit to and maintain in such escrow only those securities or bank certificates of

deposit as are acceptable to the Owner and having a value not less than the retainage that would otherwise be withheld from partial payment.

c. The Contractor shall enter into an escrow agreement satisfactory to the Owner.

d. The Contractor shall obtain the written consent of the surety to such agreement.

90-09 Acceptance and final payment. When the contract work has been accepted in accordance with the requirements of Section 50, paragraph 50-15, Final Acceptance, the RPR will prepare the final estimate of the items of work actually performed. The Contractor shall approve the RPR’s final estimate or advise the RPR of the Contractor’s objections to the final estimate which are based on disputes in measurements or computations of the final quantities to be paid under the contract as amended by change order or supplemental agreement. The Contractor and the RPR shall resolve all disputes (if any) in the measurement and computation of final quantities to be paid within 30 calendar days of the Contractor’s receipt of the RPR’s final estimate. If, after such 30-day period, a dispute still exists, the Contractor may approve the RPR’s estimate under protest of the quantities in dispute, and such disputed quantities shall be considered by the Owner as a claim in accordance with Section 50, paragraph 50-16, Claims for Adjustment and Disputes. After the Contractor has approved, or approved under protest, the RPR’s final estimate, and after the RPR’s receipt of the project closeout documentation required in paragraph 90-11, Contractor Final Project Documentation, final payment will be processed based on the entire sum, or the undisputed sum in case of approval under protest, determined to be due the Contractor less all previous payments and all amounts to be deducted under the provisions of the contract. All prior partial estimates and payments shall be subject to correction in the final estimate and payment. If the Contractor has filed a claim for additional compensation under the provisions of Section 50, paragraph 50-16, Claims for Adjustments and Disputes, or under the provisions of this paragraph, such claims will be considered by the Owner in accordance with local laws or ordinances. Upon final adjudication of such claims, any additional payment determined to be due the Contractor will be paid pursuant to a supplemental final estimate. 90-10 Construction warranty.

a. In addition to any other warranties in this contract, the Contractor warrants that work performed under this contract conforms to the contract requirements and is free of any defect in equipment, material, workmanship, or design furnished, or performed by the Contractor or any subcontractor or supplier at any tier.

b. This warranty shall continue for a period of one year from the date of final acceptance of the work, except as

noted. If the Owner takes possession of any part of the work before final acceptance, this warranty shall continue for a period of one year from the date the Owner takes possession. However, this will not relieve the Contractor from corrective items required by the final acceptance of the project work. Light Emitting Diode (LED) light fixtures with the exception of obstruction lighting, must be warranted by the manufacturer for a minimum of four (4) years after date of installation inclusive of all electronics.

c. The Contractor shall remedy at the Contractor’s expense any failure to conform, or any defect. In addition,

the Contractor shall remedy at the Contractor’s expense any damage to Owner real or personal property,

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when that damage is the result of the Contractor’s failure to conform to contract requirements; or any defect of equipment, material, workmanship, or design furnished by the Contractor.

d. The Contractor shall restore any work damaged in fulfilling the terms and conditions of this clause. The

Contractor’s warranty with respect to work repaired or replaced will run for one year from the date of repair or replacement.

e. The Owner will notify the Contractor, in writing, within seven (7) days after the discovery of any failure, defect, or damage.

f. If the Contractor fails to remedy any failure, defect, or damage within 14 days after receipt of notice, the

Owner shall have the right to replace, repair, or otherwise remedy the failure, defect, or damage at the Contractor’s expense.

g. With respect to all warranties, express or implied, from subcontractors, manufacturers, or suppliers for work

performed and materials furnished under this contract, the Contractor shall: (1) Obtain all warranties that would be given in normal commercial practice; (2) Require all warranties to be executed, in writing, for the benefit of the Owner, as directed by the Owner, and (3) Enforce all warranties for the benefit of the Owner.

h. This warranty shall not limit the Owner’s rights with respect to latent defects, gross mistakes, or fraud.

90-11 Contractor Final Project Documentation. Approval of final payment to the Contractor is contingent upon completion and submittal of the items listed below. The final payment will not be approved until the RPR approves the Contractor’s final submittal. The Contractor shall:

a. Provide two (2) copies of all manufacturer’s warranties specified for materials, equipment, and installations.

b. Provide weekly payroll records (not previously received) from the general Contractor and all subcontractors.

c. Complete final cleanup in accordance with Section 40, paragraph 40-08, Final Cleanup.

d. Complete all punch list items identified during the Final Inspection.

e. Provide complete release of all claims for labor and material arising out of the Contract.

f. Provide a certified statement signed by the subcontractors, indicating actual amounts paid to the Disadvantaged Business Enterprise (DBE) subcontractors and/or suppliers associated with the project.

g. When applicable per state requirements, return copies of sales tax completion forms.

h. Manufacturer's certifications for all items incorporated in the work.

i. All required record drawings, as-built drawings or as-constructed drawings.

j. Project Operation and Maintenance (O&M) Manual(s).

k. Security for Construction Warranty.

l. Equipment commissioning documentation submitted, if required.

END OF SECTION 90

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PART IV TECHNICAL SPECIFICATIONS C-100 Contractor Quality Control Program (CQCP) C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control C-105 Mobilization C-110 Method of Estimating Percentage of Material Within Limits (PWL)

D-701 Pipe for Storm Drains and Culverts D-705 Pipe Underdrains for Airports D-751 Manholes, Catch Basins, Inlets, and Inspection Holes

F-161 Wire Fence with Steel Posts F-164 Wildlife Exclusion Fence

L-107 Airport Wind Cones L-108 Underground Power Cable for Airports L-109 Airport Transformer Vault and Vault Equipment L-110 Airport Underground Duct Banks and Conduits L-115 Electrical Manholes and Junction Structures L-125 Installation of Airport Lighting Systems

P-101 Preparation/Removal of Existing Pavements P-151 Clearing and Grubbing P-152 Excavation, Subgrade, and Embankment P-154 Subbase Course P-208 Aggregate Base Course P-401 Asphalt Mix Pavement P-602 Emulsified Asphalt Prime Coat P-603 Emulsified Asphalt Tack Coat P-605 Joint Sealant for Pavements P-608 Emulsified Asphalt Seal Coat P-610 Concrete for Miscellaneous Structures P-620 Runway and Taxiway Painting P-630 Refined Coal Tar Emulsion Without Additives, Slurry Seal Surface Treatment P-669 Geotextile Fabrics P-670 Geosynthetic Geogrid

T-901 Seeding T-905 Topsoil T-908 Mulching

MPWSS 02221 Trench Excavation and Backfill MPWSS 02515 Portland Cement Concrete Pavement MPWSS 03210 Reinforcing Steel MPWSS 03310 Structural Concrete

QUALITY CONTROL PROGRAM C-100.1

ITEM C-100 CONTRACTOR QUALITY CONTROL PROGRAM (CQCP) 100-1 General. Quality is more than test results. Quality is the combination of proper materials, testing, workmanship, equipment, inspection, and documentation of the project. Establishing and maintaining a culture of quality is key to achieving a quality project. The Contractor shall establish, provide, and maintain an effective Contractor Quality Control Program (CQCP) that details the methods and procedures that will be taken to assure that all materials and completed construction required by this contract conform to contract plans, technical specifications and other requirements, whether manufactured by the Contractor, or procured from subcontractors or vendors. Although guidelines are established, and certain minimum requirements are specified here and elsewhere in the contract technical specifications, the Contractor shall assume full responsibility for accomplishing the stated purpose. The Contractor shall establish a CQCP that will:

a. Provide qualified personnel to develop and implement the CQCP.

b. Provide for the production of acceptable quality materials.

c. Provide sufficient information to assure that the specification requirements can be met.

d. Document the CQCP process. The Contractor shall not begin any construction or production of materials to be incorporated into the completed work until the CQCP has been reviewed and approved by the Resident Project Representative (RPR). No partial payment will be made for materials subject to specific quality control (QC) requirements until the CQCP has been reviewed and approved. The QC requirements contained in this section and elsewhere in the contract technical specifications are in addition to and separate from the quality assurance (QA) testing requirements. QA testing requirements are the responsibility of the RPR or Contractor as specified in the specifications. A Quality Control (QC)/Quality Assurance (QA) workshop with the Engineer, Resident Project Representative (RPR), Contractor, subcontractors, testing laboratories, and Owner’s representative must be held prior to start of construction. The QC/QA workshop will be facilitated by the Contractor. The Contractor shall coordinate with the Airport and the RPR on time and location of the QC/QA workshop. Items to be addressed, at a minimum, will include:

a. Review of the CQCP including submittals, QC Testing, Action & Suspension Limits for Production, Corrective Action Plans, Distribution of QC reports, and Control Charts.

b. Discussion of the QA program.

c. Discussion of the QC and QA Organization and authority including coordination and information

exchange between QC and QA.

d. Establish regular meetings to discuss control of materials, methods and testing.

e. Establishment of the overall QC culture.

C-100.2 QUALITY CONTROL PROGRAM

100-2 Description of program.

a. General description. The Contractor shall establish a CQCP to perform QC inspection and testing of all items of work required by the technical specifications, including those performed by subcontractors. The CQCP shall ensure conformance to applicable specifications and plans with respect to materials, off-site fabrication, workmanship, construction, finish, and functional performance. The CQCP shall be effective for control of all construction work performed under this Contract and shall specifically include surveillance and tests required by the technical specifications, in addition to other requirements of this section and any other activities deemed necessary by the Contractor to establish an effective level of QC.

b. Contractor Quality Control Program (CQCP). The Contractor shall describe the CQCP in a

written document that shall be reviewed and approved by the RPR prior to the start of any production, construction, or off-site fabrication. The written CQCP shall be submitted to the RPR for review and approval at least 10 calendar days before the CQCP Workshop. The Contractor’s CQCP and QC testing laboratory must be approved in writing by the RPR prior to the Notice to Proceed (NTP).

The CQCP shall be organized to address, as a minimum, the following:

1. QC organization and resumes of key staff 2. Project progress schedule 3. Submittals schedule 4. Inspection requirements 5. QC testing plan 6. Documentation of QC activities and distribution of QC reports 7. Requirements for corrective action when QC and/or QA acceptance criteria are not met 8. Material quality and construction means and methods. Address all elements applicable to the

project that affect the quality of the pavement structure including subgrade, subbase, base, and surface course. Some elements that must be addressed include, but is not limited to mix design, aggregate grading, stockpile management, mixing and transporting, placing and finishing, quality control testing and inspection, smoothness, laydown plan, equipment, and temperature management plan.

The Contractor must add any additional elements to the CQCP that is necessary to adequately control all production and/or construction processes required by this contract.

100-3 CQCP organization. The CQCP shall be implemented by the establishment of a QC organization. An organizational chart shall be developed to show all QC personnel, their authority, and how these personnel integrate with other management/production and construction functions and personnel. The organizational chart shall identify all QC staff by name and function and shall indicate the total staff required to implement all elements of the CQCP, including inspection and testing for each item of work. If necessary, different technicians can be used for specific inspection and testing functions for different items of work. If an outside organization or independent testing laboratory is used for implementation of all or part of the CQCP, the personnel assigned shall be subject to the qualification requirements of paragraphs 100-03a and 100-03b. The organizational chart shall indicate which personnel are Contractor employees and which are provided by an outside organization. The QC organization shall, as a minimum, consist of the following personnel:


a. Program Administrator. The Contractor Quality Control Program Administrator (CQCPA) must be a full-time employee of the Contractor, or a consultant engaged by the Contractor. The CQCPA must have a minimum of five (5) years of experience in QC pavement construction with prior QC experience on a project of comparable size and scope as the contract.

Included in the five (5) years of paving/QC experience, the CQCPA must meet at least one of the following requirements:

1. Professional Engineer with one (1) year of airport paving experience. 2. Engineer-in-training with two (2) years of airport paving experience. 3. National Institute for Certification in Engineering Technologies (NICET) Civil Engineering

Technology Level IV with three (3) years of airport paving experience. 4. An individual with four (4) years of airport paving experience, with a Bachelor of Science

Degree in Civil Engineering, Civil Engineering Technology or Construction. The CQCPA must have full authority to institute any and all actions necessary for the successful implementation of the CQCP to ensure compliance with the contract plans and technical specifications. The CQCPA authority must include the ability to immediately stop production until materials and/or processes are in compliance with contract specifications. The CQCPA must report directly to a principal officer of the construction firm. The CQCPA may supervise the Quality Control Program on more than one project provided that person can be at the job site within two (2) hours after being notified of a problem.

b. QC technicians. A sufficient number of QC technicians necessary to adequately implement the

CQCP must be provided. These personnel must be either Engineers, engineering technicians, or experienced craftsman with qualifications in the appropriate field equivalent to NICET Level II in Civil Engineering Technology or higher and shall have a minimum of two (2) years of experience in their area of expertise. The QC technicians must report directly to the CQCPA and shall perform the following functions: 1. Inspection of all materials, construction, plant, and equipment for conformance to the technical

specifications, and as required by paragraph 100-6. 2. Performance of all QC tests as required by the technical specifications and paragraph100-8. 3. Performance of tests for the RPR when required by the technical specifications.

Certification at an equivalent level of qualification and experience by a state or nationally recognized organization will be acceptable in lieu of NICET certification.

c. Staffing levels. The Contractor shall provide sufficient qualified QC personnel to monitor each

work activity at all times. Where material is being produced in a plant for incorporation into the work, separate plant and field technicians shall be provided at each plant and field placement location. The scheduling and coordinating of all inspection and testing must match the type and pace of work activity. The CQCP shall state where different technicians will be required for different work elements.

100-4 Project progress schedule. Critical QC activities must be shown on the project schedule as required by Section 80, paragraph 80-03, Execution and Progress. 100-5 Submittals schedule. The Contractor shall submit a detailed listing of all submittals (for example, mix designs, material certifications) and shop drawings required by the technical specifications. The listing can be developed in a spreadsheet format and shall include as a minimum:


a. Specification item number

b. Item description

c. Description of submittal

d. Specification paragraph requiring submittal

e. Scheduled date of submittal 100-6 Inspection requirements. QC inspection functions shall be organized to provide inspections for all definable features of work, as detailed below. All inspections shall be documented by the Contractor as specified by paragraph 100-9. Inspections shall be performed as needed to ensure continuing compliance with contract requirements until completion of the particular feature of work. Inspections shall include the following minimum requirements:

a. During plant operation for material production, QC test results and periodic inspections shall be used to ensure the quality of aggregates and other mix components, and to adjust and control mix proportioning to meet the approved mix design and other requirements of the technical specifications. All equipment used in proportioning and mixing shall be inspected to ensure its proper operating condition. The CQCP shall detail how these and other QC functions will be accomplished and used.

b. During field operations, QC test results and periodic inspections shall be used to ensure the quality of all materials and workmanship. All equipment used in placing, finishing, and compacting shall be inspected to ensure its proper operating condition and to ensure that all such operations are in conformance to the technical specifications and are within the plan dimensions, lines, grades, and tolerances specified. The CQCP shall document how these and other QC functions will be accomplished and used.

100-7 Contractor QC testing facility.

a. For projects that include Item P-401, Item P-403, and Item P-404, the Contractor shall ensure facilities, including all necessary equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM D3666, Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials:

8.1.3 Equipment Calibration and Checks; 8.1.9 Equipment Calibration, Standardization, and Check Records; 8.1.12 Test Methods and Procedures

b. For projects that include P-501, the Contractor shall ensure facilities, including all necessary

equipment, materials, and current reference standards, are provided that meet requirements in the following paragraphs of ASTM C1077, Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation:

7 Test Methods and Procedures 8 Facilities, Equipment, and Supplemental Procedures

100-8 QC testing plan. As a part of the overall CQCP, the Contractor shall implement a QC testing plan, as required by the technical specifications. The testing plan shall include the minimum tests and test


frequencies required by each technical specification Item, as well as any additional QC tests that the Contractor deems necessary to adequately control production and/or construction processes. The QC testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the following:

a. Specification item number (e.g., P-401)

b. Item description (e.g., Hot Mix Asphalt Pavements)

c. Test type (e.g., gradation, grade, asphalt content)

d. Test standard (e.g., ASTM or American Association of State Highway and Transportation Officials (AASHTO) test number, as applicable)

e. Test frequency (e.g., as required by technical specifications or minimum frequency when

requirements are not stated)

f. Responsibility (e.g., plant technician)

g. Control requirements (e.g., target, permissible deviations) The QC testing plan shall contain a statistically-based procedure of random sampling for acquiring test samples in accordance with ASTM D3665. The RPR shall be provided the opportunity to witness QC sampling and testing. All QC test results shall be documented by the Contractor as required by paragraph 100-9. 100-9 Documentation. The Contractor shall maintain current QC records of all inspections and tests performed. These records shall include factual evidence that the required QC inspections or tests have been performed, including type and number of inspections or tests involved; results of inspections or tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective actions taken. These records must cover both conforming and defective or deficient features and must include a statement that all supplies and materials incorporated in the work are in full compliance with the terms of the contract. Legible copies of these records shall be furnished to the RPR daily. The records shall cover all work placed subsequent to the previously furnished records and shall be verified and signed by the CQCPA. Contractor QC records required for the contract shall include, but are not necessarily limited to, the following records:

a. Daily inspection reports. Each Contractor QC technician shall maintain a daily log of all inspections performed for both Contractor and subcontractor operations. These technician’s daily reports shall provide factual evidence that continuous QC inspections have been performed and shall, as a minimum, include the following:

1. Technical specification item number and description 2. Compliance with approved submittals 3. Proper storage of materials and equipment 4. Proper operation of all equipment 5. Adherence to plans and technical specifications 6. Summary of any necessary corrective actions 7. Safety inspection 8. Photographs and/or video, if applicable


The daily inspection reports shall identify all QC inspections and QC tests conducted, results of inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions taken or proposed. The daily inspection reports shall be signed by the responsible QC technician and the CQCPA. The RPR shall be provided at least one copy of each daily inspection report on the work day following the day of record. When QC inspection and test results are recorded and transmitted electronically, the results must be archived.

b. Daily test reports. The Contractor shall be responsible for establishing a system that will record

all QC test results. Daily test reports shall document the following information: 1. Technical specification item number and description 2. Test designation 3. Location 4. Date of test 5. Control requirements 6. Test results 7. Causes for rejection 8. Recommended remedial actions 9. Retests

Test results from each day’s work period shall be submitted to the RPR prior to the start of the next day’s work period. When required by the technical specifications, the Contractor shall maintain statistical QC charts. When QC daily test results are recorded and transmitted electronically, the results must be archived.

100-10 Corrective action requirements. The CQCP shall indicate the appropriate action to be taken when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will be taken to bring the process into control. The requirements for corrective action shall include both general requirements for operation of the CQCP as a whole, and for individual items of work contained in the technical specifications. The CQCP shall detail how the results of QC inspections and tests will be used for determining the need for corrective action and shall contain clear rules to gauge when a process is out of control and the type of correction to be taken to regain process control. When applicable or required by the technical specifications, the Contractor shall establish and use statistical QC charts for individual QC tests. The requirements for corrective action shall be linked to the control charts. 100-11 Inspection and/or observations by the RPR. All items of material and equipment are subject to inspection and/or observation by the RPR at the point of production, manufacture or shipment to determine if the Contractor, producer, manufacturer or shipper maintains an adequate QC system in conformance with the requirements detailed here and the applicable technical specifications and plans. In addition, all items of materials, equipment and work in place shall be subject to inspection and/or observation by the RPR at the site for the same purpose. Inspection and/or observations by the RPR does not relieve the Contractor of performing QC inspections of either on-site or off-site Contractor’s or subcontractor’s work.


100-12 Noncompliance.

a. The Resident Project Representative (RPR) will provide written notice to the Contractor of any noncompliance with their CQCP. After receipt of such notice, the Contractor must take corrective action.

b. When QC activities do not comply with either the CQCP or the contract provisions or when the Contractor fails to properly operate and maintain an effective CQCP, and no effective corrective actions have been taken after notification of non-compliance, the RPR will recommend the Owner take the following actions:

1. Order the Contractor to replace ineffective or unqualified QC personnel or subcontractors

and/or 2. Order the Contractor to stop operations until appropriate corrective actions are taken.

METHOD OF MEASUREMENT

100-13 Basis of measurement and payment. Contractor Quality Control Program (CQCP) is for the personnel, tests, facilities and documentation required to implement the CQCP. The CQCP will be paid as a lump sum with the following schedule of partial payments:

a. With first pay request, 25% with approval of CQCP and completion of the Quality Control (QC)/Quality Assurance (QA) workshop.

b. When 25% or more of the original contract is earned, an additional 25%.

c. When 50% or more of the original contract is earned, an additional 20%.

d. When 75% or more of the original contract is earned, an additional 20%

e. After final inspection and acceptance of project, the final 10%.

BASIS OF PAYMENT

100-14 Payment will be made under: Item C-100-14.1 Contractor Quality Control Program (CQCP) – per lump sum

REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. National Institute for Certification in Engineering Technologies (NICET) ASTM International (ASTM)

ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing

and Inspecting Road and Paving Materials

END OF ITEM C-100 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\C-100.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\C-100.docx (05/2020)

POLLUTION, EROSION, AND SILTATION CONTROL C-102.1

ITEM C-102 TEMPORARY AIR AND WATER POLLUTION, SOIL EROSION, AND SILTATION CONTROL

DESCRIPTION

102-1. This item shall consist of temporary control measures as shown on the plans or as ordered by the Resident Project Representative (RPR) during the life of a contract to control pollution of air and water, soil erosion, and siltation through the use of silt fences, berms, dikes, dams, sediment basins, fiber mats, gravel, mulches, grasses, slope drains, and other erosion control devices or methods. Temporary erosion control shall be in accordance with the approved erosion control plan; the approved Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2, Operational Safety on Airports During Construction. The temporary erosion control measures contained herein shall be coordinated with the permanent erosion control measures specified as part of this contract to the extent practical to assure economical, effective, and continuous erosion control throughout the construction period. Temporary control may include work outside the construction limits such as borrow pit operations, equipment and material storage sites, waste areas, and temporary plant sites. Temporary control measures shall be designed, installed and maintained to minimize the creation of wildlife attractants that have the potential to attract hazardous wildlife on or near public-use airports.

MATERIALS 102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover per Item T-901shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a temporary cover. Selected grass species shall not create a wildlife attractant. 102-2.2 Mulches. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable material reasonably clean and free of noxious weeds and deleterious materials per Item T-908. Mulches shall not create a wildlife attractant. 102-2.3 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and state regulations and to the standards of the Association of Official Agricultural Chemists. 102-2.4 Slope drains. Slope drains may be constructed of pipe, fiber mats, rubble, concrete, asphalt, or other materials that will adequately control erosion. 102-2.5 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt fence shall meet the requirements of ASTM D6461. 102-2.6 Other. All other materials shall meet commercial grade standards and shall be approved by the RPR before being incorporated into the project.

CONSTRUCTION REQUIREMENTS

102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall apply.

C-102.2 POLLUTION, EROSION, AND SILTATION CONTROL

The RPR shall be responsible for assuring compliance to the extent that construction practices, construction operations, and construction work are involved. 102-3.2 Schedule. Prior to the start of construction, the Contractor shall submit schedules in accordance with the approved Construction Safety and Phasing Plan (CSPP) and the plans for accomplishment of temporary and permanent erosion control work for clearing and grubbing; grading; construction; paving; and structures at watercourses. The Contractor shall also submit a proposed method of erosion and dust control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started until the erosion control schedules and methods of operation for the applicable construction have been accepted by the RPR. 102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in the plans and approved CSPP. Except where future construction operations will damage slopes, the Contractor shall perform the permanent seeding and mulching and other specified slope protection work in stages, as soon as substantial areas of exposed slopes can be made available. Temporary erosion and pollution control measures will be used to correct conditions that develop during construction that were not foreseen during the design stage; that are needed prior to installation of permanent control features; or that are needed temporarily to control erosion that develops during normal construction practices but are not associated with permanent control features on the project. Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading operations and permanent erosion control features can follow immediately if project conditions permit. Temporary erosion control measures are required if permanent measures cannot immediately follow grading operations. The RPR shall limit the area of clearing and grubbing, excavation, borrow, and embankment operations in progress, commensurate with the Contractor’s capability and progress in keeping the finish grading, mulching, seeding, and other such permanent control measures current with the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible and justified as directed by the RPR. The Contractor shall provide immediate permanent or temporary pollution control measures to minimize contamination of adjacent streams or other watercourses, lakes, ponds, or other areas of water impoundment as directed by the RPR. If temporary erosion and pollution control measures are required due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or directed by the RPR, the work shall be performed by the Contractor and the cost shall be incidental to this item. The RPR may increase or decrease the area of erodible earth material that can be exposed at any time based on an analysis of project conditions. The erosion control features installed by the Contractor shall be maintained by the Contractor during the construction period. Provide temporary structures whenever construction equipment must cross watercourses at frequent intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and other harmful materials shall not be discharged into any waterways, impoundments or into natural or manmade channels. 102-3.4 Installation, maintenance and removal of silt fence. Silt fences shall extend a minimum of 16 inches (41 cm) and a maximum of 34 inches (86 cm) above the ground surface. Posts shall be set no more than 10 feet (3 m) on center. Filter fabric shall be cut from a continuous roll to the length required

POLLUTION, EROSION, AND SILTATION CONTROL C-102.3

minimizing joints where possible. When joints are necessary, the fabric shall be spliced at a support post with a minimum 12-inch (300-mm) overlap and securely sealed. A trench shall be excavated approximately 4 inches (100 mm) deep by 4 inches (100 mm) wide on the upslope side of the silt fence. The trench shall be backfilled, and the soil compacted over the silt fence fabric. The Contractor shall remove and dispose of silt that accumulates during construction and prior to establishment of permanent erosion control. The fence shall be maintained in good working condition until permanent erosion control is established. Silt fence shall be removed upon approval of the RPR.


102-4.1 Temporary erosion and pollution control work required will be performed as scheduled or directed by the RPR. Completed and accepted work will be measured as follows:

a. Temporary seeding and mulching will be measured by the square yard (square meter).

b. Temporary slope drains will be measured by the linear foot (meter). c. Temporary benches, dikes, dams, and sediment basins will be measured by the cubic yard (cubic

meter) of excavation performed, including necessary cleaning of sediment basins, and the cubic yard (cubic meter) of embankment placed as directed by the RPR.

d. All fertilizing will be measured by the ton (kg).

e. Installation and removal of silt fence will be measured by the lump sum.

102-4.2 Control work performed for protection of construction areas outside the construction limits, such as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites, will not be measured and paid for directly but shall be considered as a subsidiary obligation of the Contractor.

BASIS OF PAYMENT 102-5.1 Temporary water pollution, soil erosion, and siltation control is considered incidental to other work items. It will not be paid for separately. Where other directed work falls within the specifications for a work item that has a contract price, the units of work shall be measured and paid for at the contract unit price bid for the various items. Temporary control features not covered by contract items that are ordered by the RPR will be paid for in accordance with Section 90, paragraph 90-05 Payment for Extra Work.

REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Advisory Circulars (AC)

AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports AC 150/5370-2 Operational Safety on Airports During Construction

ASTM International (ASTM) ASTM D6461 Standard Specification for Silt Fence Materials

C-102.4 POLLUTION, EROSION, AND SILTATION CONTROL

United States Department of Agriculture (USDA) FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel


MOBILIZATION C-105.1

ITEM C-105 MOBILIZATION

105-1 Description. This item of work shall consist of, but is not limited to, work and operations necessary for the movement of personnel, equipment, material and supplies to and from the project site for work on the project except as provided in the contract as separate pay items. 105-2 Mobilization limit. Mobilization shall be limited to 5 percent of the total project cost. 105-3 Posted notices. Prior to commencement of construction activities, the Contractor must post the following documents in a prominent and accessible place where they may be easily viewed by all employees of the prime Contractor and by all employees of subcontractors engaged by the prime Contractor: Equal Employment Opportunity (EEO) Poster “Equal Employment Opportunity is the Law” in accordance with the Office of Federal Contract Compliance Programs Executive Order 11246, as amended; Davis Bacon Wage Poster (WH 1321) - DOL “Notice to All Employees” Poster; and Applicable Davis-Bacon Wage Rate Determination. These notices must remain posted until final acceptance of the work by the Owner. 105-4 Engineer/RPR field office. Reserved. Not a required as part of this Contract.


105-5 Basis of measurement and payment. Based upon the contract lump sum price for “Mobilization” partial payments will be allowed as follows:

a. With first pay request, 25%.

b. When 25% or more of the original contract is earned, an additional 25%.

c. When 50% or more of the original contract is earned, an additional 40%.

d. After Final Inspection, Staging area clean-up and delivery of all Project Closeout materials as required by Section 90, paragraph 90-11, Contractor Final Project Documentation, the final 10%.

BASIS OF PAYMENT

105-6 Payment will be made under:

Item C-105-6.1 Mobilization – per lump sum.

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Office of Federal Contract Compliance Programs (OFCCP)

Executive Order 11246, as amended EEOC-P/E-1 – Equal Employment Opportunity is the Law Poster

C-105.2 MOBILIZATION

United States Department of Labor, Wage and Hour Division (WHD) WH 1321 – Employee Rights under the Davis-Bacon Act Poster


ESTIMATING PWL C-110.1

ITEM C-110 METHOD OF ESTIMATING PERCENTAGE OF MATERIAL WITHIN LIMITS (PWL)

110-1 General. When the specifications provide for acceptance of material based on the method of estimating percentage of material within specification limits (PWL), the PWL will be determined in accordance with this section. All test results for a lot will be analyzed statistically to determine the total estimated percent of the lot that is within specification limits. The PWL is computed using the sample average (X) and sample standard deviation (Sn) of the specified number (n) of sublots for the lot and the specification tolerance limits, L for lower and U for upper, for the particular acceptance parameter. From these values, the respective Quality index, QL for Lower Quality Index and/or QU for Upper Quality Index, is computed and the PWL for the lot for the specified n is determined from Table 1. All specification limits specified in the technical sections shall be absolute values. Test results used in the calculations shall be to the significant figure given in the test procedure. There is some degree of uncertainty (risk) in the measurement for acceptance because only a small fraction of production material (the population) is sampled and tested. This uncertainty exists because all portions of the production material have the same probability to be randomly sampled. The Contractor’s risk is the probability that material produced at the acceptable quality level is rejected or subjected to a pay adjustment. The Owner’s risk is the probability that material produced at the rejectable quality level is accepted. It is the intent of this section to inform the Contractor that, in order to consistently offset the Contractor’s risk for material evaluated, production quality (using population average and population standard deviation) must be maintained at the acceptable quality specified or higher. In all cases, it is the responsibility of the Contractor to produce at quality levels that will meet the specified acceptance criteria when sampled and tested at the frequencies specified. 110-2 Method for computing PWL. The computational sequence for computing PWL is as follows:

a. Divide the lot into n sublots in accordance with the acceptance requirements of the specification.

b. Locate the random sampling position within the sublot in accordance with the requirements of the specification.

c. Make a measurement at each location, or take a test portion and make the measurement on the test portion in

accordance with the testing requirements of the specification.

d. Find the sample average (X) for all sublot test values within the lot by using the following formula:

X = (x1 + x2 + x3 + . . .xn) / n Where: X = Sample average of all sublot test values within a lot

x1, x2, . . .xn = Individual sublot test values n = Number of sublot test values

e. Find the sample standard deviation (Sn) by use of the following formula: Sn = [(d1

2 + d22 + d3

2 + . . .dn2)/(n-1)]1/2

Where: Sn = Sample standard deviation of the number of sublot test values in the set d1, d2, . . .dn = Deviations of the individual sublot test values x1, x2, … from the average value X that is: d1 = (x1 - X), d2 = (x2 - X) … dn = (xn - X) n = Number of sublot test values

f. For single sided specification limits (i.e., L only), compute the Lower Quality Index QL by use of the following formula: QL = (X - L) / Sn

Where: L = specification lower tolerance limit

Estimate the percentage of material within limits (PWL) by entering Table 1 with QL, using the column appropriate to the total number (n) of measurements. If the value of QL falls between values shown on the table, use the next higher value of PWL.

C-110.2 ESTIMATING PWL

g. For double-sided specification limits (i.e., L and U), compute the Quality Indexes QL and QU by use of the following formulas: QL = (X - L) / Sn and QU = (U - X) / Sn

Where: L and U = specification lower and upper tolerance limits

Estimate the percentage of material between the lower (L) and upper (U) tolerance limits (PWL) by entering Table 1 separately with QL and QU, using the column appropriate to the total number (n) of measurements, and determining the percent of material above PL and percent of material below PU for each tolerance limit. If the values of QL fall between values shown on the table, use the next higher value of PL or PU. Determine the PWL by use of the following formula: PWL = (PU + PL) - 100

Where: PL = percent within lower specification limit PU = percent within upper specification limit

EXAMPLE OF PWL CALCULATION

Project: Example Project Test Item: Item P-401, Lot A.

A. PWL Determination for Mat Density.

1. Density of four random cores taken from Lot A. A-1 = 96.60 A-2 = 97.55 A-3 = 99.30 A-4 = 98.35 n = 4

2. Calculate average density for the lot. X = (x1 + x2 + x3 + . . .xn) / n X = (96.60 + 97.55 + 99.30 + 98.35) / 4 X = 97.95% density

3. Calculate the standard deviation for the lot. Sn = [((96.60 - 97.95)2 + (97.55 - 97.95)2 +(99.30 -97.95)2 + (98.35 -97.95)2)) / (4 - 1)]1/2 Sn = [(1.82 + 0.16 + 1.82 + 0.16) / 3]1/2 Sn = 1.15

4. Calculate the Lower Quality Index QL for the lot. (L=96.3) QL = (X -L) / Sn QL = (97.95 - 96.30) / 1.15 QL = 1.4348

5. Determine PWL by entering Table 1 with QL= 1.44 and n= 4. PWL = 98

B. PWL Determination for Air Voids.

1. Air Voids of four random samples taken from Lot A.

A-1 = 5.00 A-2 = 3.74 A-3 = 2.30 A-4 = 3.25

2. Calculate the average air voids for the lot. X = (x1 + x2 + x3 . . .n) / n X = (5.00 + 3.74 + 2.30 + 3.25) / 4 X = 3.57%

3. Calculate the standard deviation Sn for the lot. Sn = [((3.57 - 5.00)2 + (3.57 - 3.74)2 + (3.57 - 2.30)2 + (3.57 -3.25)2) / (4 - 1)]1/2


Sn = [(2.04 + 0.03 + 1.62 + 0.10) / 3]1/2 Sn = 1.12

4. Calculate the Lower Quality Index QL for the lot. (L= 2.0) QL = (X - L) / Sn QL = (3.57 - 2.00) / 1.12 QL = 1.3992

5. Determine PL by entering Table 1 with QL = 1.41 and n = 4. PL = 97

6. Calculate the Upper Quality Index QU for the lot. (U= 5.0) QU = (U - X) / Sn QU = (5.00 - 3.57) / 1.12 QU = 1.2702

7. Determine PU by entering Table 1 with QU = 1.29 and n = 4. PU = 93

8. Calculate Air Voids PWL PWL = (PL + PU) - 100 PWL = (97 + 93) - 100 = 90

EXAMPLE OF OUTLIER CALCULATION (REFERENCE ASTM E178)

Project: Example Project Test Item: Item P-401, Lot A.

A. Outlier Determination for Mat Density.

1. Density of four random cores taken from Lot A arranged in descending order. A-3 = 99.30 A-4 = 98.35 A-2 = 97.55 A-1 = 96.60

2. From ASTM E178, Table 1, for n=4 an upper 5% significance level, the critical value for test criterion = 1.463.

3. Use average density, standard deviation, and test criterion value to evaluate density measurements.

a. For measurements greater than the average:

If (measurement - average)/(standard deviation) is less than test criterion, then the measurement is not considered an outlier.

For A-3, check if (99.30 - 97.95) / 1.15 is greater than 1.463. Since 1.174 is less than 1.463, the value is not an outlier.

b. For measurements less than the average: If (average - measurement)/(standard deviation) is less than test criterion, then the measurement is not considered an outlier.

For A-1, check if (97.95 - 96.60) / 1.15 is greater than 1.463. Since 1.435 is less than 1.463, the value is not an outlier.

Note: In this example, a measurement would be considered an outlier if the density were:

Greater than (97.95 + 1.463 × 1.15) = 99.63%

OR less than (97.95 - 1.463 × 1.15) = 96.27%.


Table 1. Table for Estimating Percent of Lot Within Limits (PWL) Percent Within Limits (PL and PU)

Positive Values of Q (QL and QU) n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10

99 1.1541 1.4700 1.6714 1.8008 1.8888 1.9520 1.9994 2.0362 98 1.1524 1.4400 1.6016 1.6982 1.7612 1.8053 1.8379 1.8630 97 1.1496 1.4100 1.5427 1.6181 1.6661 1.6993 1.7235 1.7420 96 1.1456 1.3800 1.4897 1.5497 1.5871 1.6127 1.6313 1.6454 95 1.1405 1.3500 1.4407 1.4887 1.5181 1.5381 1.5525 1.5635 94 1.1342 1.3200 1.3946 1.4329 1.4561 1.4717 1.4829 1.4914 93 1.1269 1.2900 1.3508 1.3810 1.3991 1.4112 1.4199 1.4265 92 1.1184 1.2600 1.3088 1.3323 1.3461 1.3554 1.3620 1.3670 91 1.1089 1.2300 1.2683 1.2860 1.2964 1.3032 1.3081 1.3118 90 1.0982 1.2000 1.2290 1.2419 1.2492 1.2541 1.2576 1.2602 89 1.0864 1.1700 1.1909 1.1995 1.2043 1.2075 1.2098 1.2115 88 1.0736 1.1400 1.1537 1.1587 1.1613 1.1630 1.1643 1.1653 87 1.0597 1.1100 1.1173 1.1192 1.1199 1.1204 1.1208 1.1212 86 1.0448 1.0800 1.0817 1.0808 1.0800 1.0794 1.0791 1.0789 85 1.0288 1.0500 1.0467 1.0435 1.0413 1.0399 1.0389 1.0382 84 1.0119 1.0200 1.0124 1.0071 1.0037 1.0015 1.0000 0.9990 83 0.9939 0.9900 0.9785 0.9715 0.9671 0.9643 0.9624 0.9610 82 0.9749 0.9600 0.9452 0.9367 0.9315 0.9281 0.9258 0.9241 81 0.9550 0.9300 0.9123 0.9025 0.8966 0.8928 0.8901 0.8882 80 0.9342 0.9000 0.8799 0.8690 0.8625 0.8583 0.8554 0.8533 79 0.9124 0.8700 0.8478 0.8360 0.8291 0.8245 0.8214 0.8192 78 0.8897 0.8400 0.8160 0.8036 0.7962 0.7915 0.7882 0.7858 77 0.8662 0.8100 0.7846 0.7716 0.7640 0.7590 0.7556 0.7531 76 0.8417 0.7800 0.7535 0.7401 0.7322 0.7271 0.7236 0.7211 75 0.8165 0.7500 0.7226 0.7089 0.7009 0.6958 0.6922 0.6896 74 0.7904 0.7200 0.6921 0.6781 0.6701 0.6649 0.6613 0.6587 73 0.7636 0.6900 0.6617 0.6477 0.6396 0.6344 0.6308 0.6282 72 0.7360 0.6600 0.6316 0.6176 0.6095 0.6044 0.6008 0.5982 71 0.7077 0.6300 0.6016 0.5878 0.5798 0.5747 0.5712 0.5686 70 0.6787 0.6000 0.5719 0.5582 0.5504 0.5454 0.5419 0.5394 69 0.6490 0.5700 0.5423 0.5290 0.5213 0.5164 0.5130 0.5105 68 0.6187 0.5400 0.5129 0.4999 0.4924 0.4877 0.4844 0.4820 67 0.5878 0.5100 0.4836 0.4710 0.4638 0.4592 0.4560 0.4537 66 0.5563 0.4800 0.4545 0.4424 0.4355 0.4310 0.4280 0.4257 65 0.5242 0.4500 0.4255 0.4139 0.4073 0.4030 0.4001 0.3980 64 0.4916 0.4200 0.3967 0.3856 0.3793 0.3753 0.3725 0.3705 63 0.4586 0.3900 0.3679 0.3575 0.3515 0.3477 0.3451 0.3432 62 0.4251 0.3600 0.3392 0.3295 0.3239 0.3203 0.3179 0.3161 61 0.3911 0.3300 0.3107 0.3016 0.2964 0.2931 0.2908 0.2892 60 0.3568 0.3000 0.2822 0.2738 0.2691 0.2660 0.2639 0.2624 59 0.3222 0.2700 0.2537 0.2461 0.2418 0.2391 0.2372 0.2358 58 0.2872 0.2400 0.2254 0.2186 0.2147 0.2122 0.2105 0.2093 57 0.2519 0.2100 0.1971 0.1911 0.1877 0.1855 0.1840 0.1829 56 0.2164 0.1800 0.1688 0.1636 0.1607 0.1588 0.1575 0.1566 55 0.1806 0.1500 0.1406 0.1363 0.1338 0.1322 0.1312 0.1304 54 0.1447 0.1200 0.1125 0.1090 0.1070 0.1057 0.1049 0.1042 53 0.1087 0.0900 0.0843 0.0817 0.0802 0.0793 0.0786 0.0781 52 0.0725 0.0600 0.0562 0.0544 0.0534 0.0528 0.0524 0.0521 51 0.0363 0.0300 0.0281 0.0272 0.0267 0.0264 0.0262 0.0260 50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000


Percent Within Limits (PL and PU)

Negative Values of Q (QL and QU) n=3 n=4 n=5 n=6 n=7 n=8 n=9 n=10

49 -0.0363 -0.0300 -0.0281 -0.0272 -0.0267 -0.0264 -0.0262 -0.0260 48 -0.0725 -0.0600 -0.0562 -0.0544 -0.0534 -0.0528 -0.0524 -0.0521 47 -0.1087 -0.0900 -0.0843 -0.0817 -0.0802 -0.0793 -0.0786 -0.0781 46 -0.1447 -0.1200 -0.1125 -0.1090 -0.1070 -0.1057 -0.1049 -0.1042 45 -0.1806 -0.1500 -0.1406 -0.1363 -0.1338 -0.1322 -0.1312 -0.1304 44 -0.2164 -0.1800 -0.1688 -0.1636 -0.1607 -0.1588 -0.1575 -0.1566 43 -0.2519 -0.2100 -0.1971 -0.1911 -0.1877 -0.1855 -0.1840 -0.1829 42 -0.2872 -0.2400 -0.2254 -0.2186 -0.2147 -0.2122 -0.2105 -0.2093 41 -0.3222 -0.2700 -0.2537 -0.2461 -0.2418 -0.2391 -0.2372 -0.2358 40 -0.3568 -0.3000 -0.2822 -0.2738 -0.2691 -0.2660 -0.2639 -0.2624 39 -0.3911 -0.3300 -0.3107 -0.3016 -0.2964 -0.2931 -0.2908 -0.2892 38 -0.4251 -0.3600 -0.3392 -0.3295 -0.3239 -0.3203 -0.3179 -0.3161 37 -0.4586 -0.3900 -0.3679 -0.3575 -0.3515 -0.3477 -0.3451 -0.3432 36 -0.4916 -0.4200 -0.3967 -0.3856 -0.3793 -0.3753 -0.3725 -0.3705 35 -0.5242 -0.4500 -0.4255 -0.4139 -0.4073 -0.4030 -0.4001 -0.3980 34 -0.5563 -0.4800 -0.4545 -0.4424 -0.4355 -0.4310 -0.4280 -0.4257 33 -0.5878 -0.5100 -0.4836 -0.4710 -0.4638 -0.4592 -0.4560 -0.4537 32 -0.6187 -0.5400 -0.5129 -0.4999 -0.4924 -0.4877 -0.4844 -0.4820 31 -0.6490 -0.5700 -0.5423 -0.5290 -0.5213 -0.5164 -0.5130 -0.5105 30 -0.6787 -0.6000 -0.5719 -0.5582 -0.5504 -0.5454 -0.5419 -0.5394 29 -0.7077 -0.6300 -0.6016 -0.5878 -0.5798 -0.5747 -0.5712 -0.5686 28 -0.7360 -0.6600 -0.6316 -0.6176 -0.6095 -0.6044 -0.6008 -0.5982 27 -0.7636 -0.6900 -0.6617 -0.6477 -0.6396 -0.6344 -0.6308 -0.6282 26 -0.7904 -0.7200 -0.6921 -0.6781 -0.6701 -0.6649 -0.6613 -0.6587 25 -0.8165 -0.7500 -0.7226 -0.7089 -0.7009 -0.6958 -0.6922 -0.6896 24 -0.8417 -0.7800 -0.7535 -0.7401 -0.7322 -0.7271 -0.7236 -0.7211 23 -0.8662 -0.8100 -0.7846 -0.7716 -0.7640 -0.7590 -0.7556 -0.7531 22 -0.8897 -0.8400 -0.8160 -0.8036 -0.7962 -0.7915 -0.7882 -0.7858 21 -0.9124 -0.8700 -0.8478 -0.8360 -0.8291 -0.8245 -0.8214 -0.8192 20 -0.9342 -0.9000 -0.8799 -0.8690 -0.8625 -0.8583 -0.8554 -0.8533 19 -0.9550 -0.9300 -0.9123 -0.9025 -0.8966 -0.8928 -0.8901 -0.8882 18 -0.9749 -0.9600 -0.9452 -0.9367 -0.9315 -0.9281 -0.9258 -0.9241 17 -0.9939 -0.9900 -0.9785 -0.9715 -0.9671 -0.9643 -0.9624 -0.9610 16 -1.0119 -1.0200 -1.0124 -1.0071 -1.0037 -1.0015 -1.0000 -0.9990 15 -1.0288 -1.0500 -1.0467 -1.0435 -1.0413 -1.0399 -1.0389 -1.0382 14 -1.0448 -1.0800 -1.0817 -1.0808 -1.0800 -1.0794 -1.0791 -1.0789 13 -1.0597 -1.1100 -1.1173 -1.1192 -1.1199 -1.1204 -1.1208 -1.1212 12 -1.0736 -1.1400 -1.1537 -1.1587 -1.1613 -1.1630 -1.1643 -1.1653 11 -1.0864 -1.1700 -1.1909 -1.1995 -1.2043 -1.2075 -1.2098 -1.2115 10 -1.0982 -1.2000 -1.2290 -1.2419 -1.2492 -1.2541 -1.2576 -1.2602 9 -1.1089 -1.2300 -1.2683 -1.2860 -1.2964 -1.3032 -1.3081 -1.3118 8 -1.1184 -1.2600 -1.3088 -1.3323 -1.3461 -1.3554 -1.3620 -1.3670 7 -1.1269 -1.2900 -1.3508 -1.3810 -1.3991 -1.4112 -1.4199 -1.4265 6 -1.1342 -1.3200 -1.3946 -1.4329 -1.4561 -1.4717 -1.4829 -1.4914 5 -1.1405 -1.3500 -1.4407 -1.4887 -1.5181 -1.5381 -1.5525 -1.5635 4 -1.1456 -1.3800 -1.4897 -1.5497 -1.5871 -1.6127 -1.6313 -1.6454 3 -1.1496 -1.4100 -1.5427 -1.6181 -1.6661 -1.6993 -1.7235 -1.7420 2 -1.1524 -1.4400 -1.6016 -1.6982 -1.7612 -1.8053 -1.8379 -1.8630 1 -1.1541 -1.4700 -1.6714 -1.8008 -1.8888 -1.9520 -1.9994 -2.0362


REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ASTM International (ASTM)

ASTM E178 Standard Practice for Dealing with Outlying Observations

END OF ITEM C-110 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\C-105.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\C-110.docx (05/2020) )

PIPE FOR STORM DRAINS AND CULVERTS D-701.1

ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS

DESCRIPTION

701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

MATERIALS

701-2.1 Materials shall meet the requirements shown on the plans and specified below. Underground piping and components used in drainage systems for terminal and aircraft fueling ramp drainage shall be noncombustible and inert to fuel in accordance with National Fire Protection Association (NFPA) 415. 701-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements:

American Association of State Highway and Transportation Officials (AASHTO) M167 Standard Specification for Corrugated Steel Structural Plate, Zinc-Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches

AASHTO M190 Standard Specification for Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches

AASHTO M196 Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains

AASHTO M219 Standard Specification for Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe, Pipe-Arches, and Arches

AASHTO M243 Standard Specification for Field-Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches

AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-

mm (12- to 60-in.) Diameter AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall

Drain Pipe and Fittings Based on Controlled Inside Diameter AASHTO MP20 Standard Specification for Steel Reinforced Polyethylene (PE) Ribbed

Pipe, 300- to 900-mm (12- to 36-in.) Diameter AASHTO R73 Standard Practice for Evaluation of Precast Concrete Drainage

Productions ASTM A760 Standard Specification for Corrugated Steel Pipe, Metallic-Coated for

Sewers and Drains ASTM A761 Standard Specification for Corrugated Structural Steel Plate, Zinc-Coated,

for Field-Bolted Pipe, Pipe-Arches, and Arches ASTM A762 Standard Specification for Corrugated Steel Pipe, Polymer Precoated for

Sewers and Drains ASTM A849 Standard Specification for Post Applied Coatings, Pavings, and Linings

for Corrugated Steel Sewer and Drainage Pipe ASTM B745 Standard Specification for Corrugated Aluminum Pipe for Sewers and

Drains ASTM C14 Standard Specification for Nonreinforced Concrete Sewer, Storm Drain,

and Culvert Pipe ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and

Sewer Pipe ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm

Drain, and Sewer Pipe

D-701.2 PIPE FOR STORM DRAINS AND CULVERTS

ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe

ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe

ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers

ASTM C1479 Standard Practice for Installation of Precast Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations

ASTM C1577 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD

ASTM C1786 Standard Specification for Segmental Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD

ASTM C1840 Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe

ASTM D3262 Standard Specification for “Fiberglass” (Glass-Fiber-Reinforced Thermosetting-Resin) Sewer Pipe

ASTM D4161 Standard Specification for “Fiberglass” (Glass-Fiber-Reinforced Thermosetting-Resin) Pipe Joints Using Flexible Elastomeric Seals

ASTM F667 Standard Specification for 3 through 24 in Corrugated Polyethylene Pipe and Fittings

ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on Outside Diameter

ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter

ASTM F894 Standard Specification for Polyethylene (PE) Large Diameter Profile Wall Sewer and Drain Pipe

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

ASTM F2435 Standard Specification for Steel Reinforced Polyethylene (PE) Corrugated Pipe

ASTM F2562 Specification for Steel Reinforced Thermoplastic Ribbed Pipe and Fittings for Non-Pressure Drainage and Sewerage

ASTM F2736 Standard Specification for 6 to 30 in. (152 to 762 mm) Polypropylene (PP) Corrugated Single Wall Pipe and Double Wall Pipe

ASTM F2764 Standard Specification for 30 to 60 in. (750 to 1500 mm) Polypropylene (PP) Triple Wall Pipe and Fittings for Non-Pressure Sanitary Sewer Applications

ASTM F2881 Standard Specification for 12 to 60 in. (300 to 1500 mm) Polypropylene (PP) Dual Wall Pipe and Fittings for Non-Pressure Storm Sewer Applications

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

701-2.3 Concrete. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi (13.8 MPa) at 28 days and conform to the requirements of ASTM C94. 701-2.4 Rubber gaskets. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM C443. Rubber gaskets for PVC pipe, polyethylene, and polypropylene pipe shall conform to the requirements of ASTM F477. Rubber gaskets for zinc-coated steel pipe and precoated galvanized pipe shall conform to the


requirements of ASTM D1056, for the “RE” closed cell grades. Rubber gaskets for steel reinforced thermoplastic ribbed pipe shall conform to the requirements of ASTM F477. 701-2.5 Joint mortar. Pipe joint mortar shall consist of one-part Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144. 701-2.6 Joint fillers. Poured filler for joints shall conform to the requirements of ASTM D6690. 701-2.7 Plastic gaskets. Plastic gaskets shall conform to the requirements of ASTM C990. 701-2.8. Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. When CLSM is used, all joints shall have gaskets. 701-2.9 Precast box culverts. Manufactured in accordance with and conforming to ASTM C1433. 701-2.10 Precast concrete pipe. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another RPR approved third party certification program.

CONSTRUCTION METHODS

701-3.1 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than the external diameter of the pipe plus 12 inches (300 mm) on each side. The trench walls shall be approximately vertical. The Contractor shall comply with all current federal, state and local rules and regulations governing the safety of men and materials during the excavation, installation and backfilling operations. Specifically, the Contractor shall observe that all requirements of the Occupational Safety and Health Administration (OSHA) relating to excavations, trenching and shoring are strictly adhered to. The width of the trench shall be sufficient to permit satisfactorily jointing of the pipe and thorough compaction of the bedding material under the pipe and backfill material around the pipe, but it shall not be greater than the widths shown on the plans trench detail. Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below the foundation grade for a depth of at least 8 inch (200 mm) or 1/2 inch (12 mm) for each foot of fill over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe. The excavation below grade should be filled with granular material to form a uniform foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench width. The RPR shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe. The excavation for pipes placed in embankment fill shall not be made until the embankment has been completed to a height above the top of the pipe as shown on the plans. 701-3.2 Bedding. The bedding surface for the pipe shall provide a foundation of uniform density to support the pipe throughout its entire length.


a. Rigid pipe. The pipe bedding shall be constructed uniformly for the full length of the pipe barrel, as required on the plans. The maximum aggregate size shall be 1 in when the bedding thickness is less than 6 inches, and 1-1/2 in when the bedding thickness is greater than 6 inches. Bedding shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe.

b. Flexible pipe. For flexible pipe, the bed shall be roughly shaped to fit the pipe, and a bedding blanket of sand or fine granular material shall be provided as follows:

Flexible Pipe Bedding

Pipe Corrugation Depth Minimum Bedding Depth

inch mm inch mm

1/2 12 1 25

1 25 2 50

2 50 3 75

2-1/2 60 3-1/2 90

c. Other pipe materials. For PVC, polyethylene, polypropylene, or fiberglass pipe, the bedding

material shall consist of coarse sands and gravels with a maximum particle size of 3/4 inches (19 mm). For pipes installed under paved areas, no more than 12% of the material shall pass the No. 200 (0.075 mm) sieve. For all other areas, no more than 50% of the material shall pass the No. 200 (0.075 mm) sieve. The bedding shall have a thickness of at least 6 inches (150 mm) below the bottom of the pipe and extend up around the pipe for a depth of not less than 50% of the pipe’s vertical outside diameter.

701-3.3 Laying pipe. The pipe laying shall begin at the lowest point of the trench and proceed upgrade. The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade. Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced concrete pipes shall be placed with the manufacturer’s reference lines designating the top of the pipe within five degrees of a vertical plane through the longitudinal axis of the pipe. 701-3.4 Joining pipe. Joints shall be made with (1) cement mortar, (2) cement grout, (3) rubber gaskets, (4) plastic gaskets, or (5) coupling bands. Mortar joints shall be made with an excess of mortar to form a continuous bead around the outside of the pipe and shall be finished smooth on the inside. Molds or runners shall be used for grouted joints to retain the poured grout. Rubber ring gaskets shall be installed to form a flexible watertight seal.

a. Concrete pipe. Concrete pipe may be either bell and spigot or tongue and groove. Pipe sections at joints shall be fully seated and the inner surfaces flush and even. Concrete pipe joints shall be sealed with rubber gaskets meeting ASTM C443 when leak resistant joints are required. Concrete pipe joints shall be sealed with butyl mastic meeting ASTM C990 or mortar when soil tight joints are required. Joints shall be thoroughly wetted before applying mortar or grout.


b. Metal pipe. Metal pipe shall be firmly joined by form-fitting bands conforming to the requirements of ASTM A760 for steel pipe and AASHTO M196 for aluminum pipe.

c. PVC, Polyethylene, or Polypropylene pipe. Joints for PVC, Polyethylene, or Polypropylene pipe

shall conform to the requirements of ASTM D3212 when leak resistant joints are required. Joints for PVC and Polyethylene pipe shall conform to the requirements of AASHTO M304 when soil tight joints are required. Fittings for polyethylene pipe shall conform to the requirements of AASHTO M252 or ASTM M294. Fittings for polypropylene pipe shall conform to ASTM F2881, ASTM F2736, or ASTM F2764.

d. Fiberglass pipe. Joints and fittings shall be as detailed on the plans and in accordance with the

manufacturer’s recommendations. Joints shall meet the requirements of ASTM D4161 for flexible elastomeric seals. Joint installation shall meet all manufacturer requirements / recommendations.

701-3.5 Embedment and Overfill. Pipes shall be inspected before any fill material is placed; any pipes found to be out of alignment, unduly settled, or damaged shall be removed and re-laid or replaced at the Contractor’s expense. 701-3.5-1 Embedment Material Requirements

a. Concrete Pipe. Embedment material and compaction requirements shall be in accordance with the applicable Type of Standard Installation (Types 1, 2, 3, or 4) per ASTM C1479. If a concrete cradle or CLSM embedment material is used, it shall conform to the plan details.

b. Plastic and fiberglass Pipe. Embedment material shall meet the requirements of ASTM D3282, A-1, A-2-4, A-2-5, or A-3. Embedment material shall be free of organic material, stones larger than 1.5 inches in the greatest dimension, or frozen lumps. Embedment material shall extend to 12 inches above the top of the pipe.

c. Metal Pipe. Embedment material shall be granular as specified in the contract document and

specifications, and shall be free of organic material, rock fragments larger than 1.5 inches in the greatest dimension and frozen lumps. As a minimum, backfill materials shall meet the requirements of ASTM D3282, A-1, A-2, or A-3. Embedment material shall extend to 12 inches above the top of the pipe.

701-3.5-2 Placement of Embedment Material The embedment material shall be compacted in layers not exceeding 6 inches (150 mm) on each side of the pipe and shall be brought up one foot (30 cm) above the top of the pipe or to natural ground level, whichever is greater. Thoroughly compact the embedment material under the haunches of the pipe without displacing the pipe. Material shall be brought up evenly on each side of the pipe for the full length of the pipe. When the top of the pipe is above the top of the trench, the embedment material shall be compacted in layers not exceeding 6 inches (150 mm) and shall be brought up evenly on each side of the pipe to one foot (30 cm) above the top of the pipe. All embedment material shall be compacted to a density required under Item P-152. Concrete cradles and flowable fills, such as controlled low strength material (CLSM) or controlled density fill (CDF), may be used for embedment provided adequate flotation resistance can be achieved by restraints, weighing, or placement technique.


It shall be the Contractor’s responsibility to protect installed pipes and culverts from damage due to construction equipment operations. The Contractor shall be responsible for installation of any extra strutting or backfill required to protect pipes from the construction equipment. 701-3.6 Overfill Pipes shall be inspected before any overfill is in place. Any pipes found to be out of alignment, unduly settled, or damaged shall be removed and relaid or replaced at the Contractor’s expense. Evaluation of any damage to RCP shall be evaluated based on AASHTO R73. Overfill material shall be place and compacted in layers as required to achieve compaction in accordance with Item P-152. The soil shall contain no debris, organic matter, frozen material, or stones with a diameter greater than one half the thickness of the compacted layers being placed. 701-3.7 Inspection Requirements An initial post installation inspection shall be performed by the RPR no sooner than 30 days after completion of installation and final backfill. Clean or flush all lines prior to inspection. Incorporate specific inspection requirements for the various types of pipes beneath the general inspection requirements. Reinforced concrete pipe shall be inspected, evaluated, and reported on in accordance with ASTM C1840, “Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe.” Any issues reported shall include still photo and video documentation. The zoom ratio shall be provided for all still or video images that document any issues of concern by the inspection firm. Determine whether the allowable deflection has been exceeded by use of a laser profiler for internal pipe diameters of 48 inches or less, or direct measurement for internal pipe diameters greater than 48 inches. Laser profile equipment shall utilize low barrel distortion video equipment. Deflection of installed pipe shall not exceed the limits provided in the table below, as a percentage of the average inside diameter of the pipe.

Maximum Allowable Pipe Deflection Type of Pipe Maximum Allowable Deflection (%)

Corrugated Metal Pipe 5 Concrete Lined CMP 3 Thermoplastic Pipe 5

Fiberglass 5 If deflection readings in excess of the allowable deflection are obtained, remove the pipe with excessive deflection and replace with new pipe. Repair or replace any pipe with cracks exhibiting displacement across the crack, bulges, creases, tears, spalls, or delaminations. The report for flexible pipe shall include as a minimum, the deflection results and final post installation inspection report. The inspection report shall include: a copy of all video taken, pipe location identification, equipment used for inspection, inspector name, deviation from design line and grade, and inspector’s notes.


701-4.1 The length of pipe shall be measured in linear feet (m) of pipe in place, completed, and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside


face of structure, whichever is applicable. The identified class, types and size of pipe shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured.

BASIS OF PAYMENT

701-5.0 These prices shall fully compensate the Contractor for furnishing all materials and for all preparation, excavation, and installation of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item. 701-5.1 Payment will be made at the contract unit price per linear foot (meter) for specified class and size of pipe. Payment will be made under:

Item 701-5.1 Specified class and size pipe, per linear foot (meter)

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. American Association of State Highway and Transportation Officials (AASHTO)

AASHTO M167 Standard Specification for Corrugated Steel Structural Plate, Zinc-Coated, for Field-Bolted Pipe, Pipe-Arches, and Arches

AASHTO M190 Standard Specification for Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches

AASHTO M196 Standard Specification for Corrugated Aluminum Pipe for Sewers and Drains

AASHTO M219 Standard Specification for Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe, Pipe-Arches, and Arches

AASHTO M243 Standard Specification for Field Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches

AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-

mm (12- to 60-in.) Diameter AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall

Drain Pipe and Fittings Based on Controlled Inside Diameter AASHTO MP20 Standard Specification for Steel Reinforced Polyethylene (PE) Ribbed

Pipe, 300- to 900-mm (12- to 36-in.) Diameter

ASTM International (ASTM) ASTM A760 Standard Specification for Corrugated Steel Pipe, Metallic Coated for

Sewers and Drains ASTM A761 Standard Specification for Corrugated Steel Structural Plate, Zinc Coated,

for Field-Bolted Pipe, Pipe-Arches, and Arches ASTM A762 Standard Specification for Corrugated Steel Pipe, Polymer Precoated for

Sewers and Drains ASTM A849 Standard Specification for Post-Applied Coatings, Pavings, and Linings

for Corrugated Steel Sewer and Drainage Pipe ASTM B745 Standard Specification for Corrugated Aluminum Pipe for Sewers and

Drains


ASTM C14 Standard Specification for Nonreinforced Concrete Sewer, Storm Drain, and Culvert Pipe

ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM C94 Standard Specification for Ready Mixed Concrete ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using

Rubber Gaskets ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm

Drain, and Sewer Pipe ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm

Drain and Sewer Pipe ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm

Drain and Sewer Pipe ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast

Box Sections Using Preformed Flexible Joint Sealants ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box

Sections for Culverts, Storm Drains, and Sewers ASTM D1056 Standard Specification for Flexible Cellular Materials Sponge or

Expanded Rubber ASTM D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer

Pipe and Fittings ASTM D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using

Flexible Elastomeric Seals ASTM D3262 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced

Thermosetting Resin) Sewer Pipe ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggregate Mixtures

for Highway Construction Purposes ASTM D4161 Standard Specification for "Fiberglass" (Glass-Fiber Reinforced

Thermosetting Resin) Pipe Joints Using Flexible Elastomeric Seals ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for

Concrete and Asphalt Pavements ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic

Pipe ASTM F667 Standard Specification for 3 through 24 in. Corrugated Polyethylene Pipe

and Fittings ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based

on Outside Diameter ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity

Sewer Pipe & Fittings Based on Controlled Inside Diameter ASTM F894 Standard Specification for Polyethylene (PE) Large Diameter Profile Wall

Sewer and Drain Pipe ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer

Pipe with a Smooth Interior and Fittings ASTM F2435 Standard Specification for Steel Reinforced Polyethylene (PE) Corrugated

Pipe ASTM F2562 Specification for Steel Reinforced Thermoplastic Ribbed Pipe and Fittings

for Non-Pressure Drainage and Sewerage ASTM F2736 Standard Specification for 6 to 30 in. (152 to 762 mm) Polypropylene (PP)

Corrugated Single Wall Pipe and Double Wall Pipe


ASTM F2764 Standard Specification for 30 to 60 in. (750 to 1500 mm) Polypropylene (PP) Triple Wall Pipe and Fittings for Non-Pressure Sanitary Sewer Applications

ASTM F2881 Standard Specification for 12 to 60 in. (300 to 1500 mm) Polypropylene (PP) Dual Wall Pipe and Fittings for Non-Pressure Storm Sewer Applications

National Fire Protection Association (NFPA)

NFPA 415 Standard on Airport Terminal Buildings, Fueling Ramp Drainage, and Loading Walkways

END ITEM D-701

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\D-701.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\D-701.docx (05/2020)

PIPE UNDERDRAINS FOR AIRPORTS D-705.1

ITEM D-705 PIPE UNDERDRAINS FOR AIRPORTS

DESCRIPTION

705-1.1 This item shall consist of the construction of pipe drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans.

MATERIALS 705-2.1 General. Materials shall meet the requirements shown on the plans and specified below. 705-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements. AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-mm (12-

to 60-in.) Diameter AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe

and Fittings Based on Controlled Inside Diameter ASTM F758 Standard Specification for Smooth-Wall Poly (Vinyl Chloride) (PVC) Plastic

Underdrain Systems for Highway, Airport, and Similar Drainage ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer

Pipe & Fittings Based on Controlled Inside Diameter ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe

with a Smooth Interior and Fittings 705-2.3 Joint mortar. Pipe joint mortar shall consist of one part by volume of Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144. 705-2.4 Elastomeric seals. Elastomeric seals shall conform to the requirements of ASTM F477. 705-2.5 Porous backfill. Porous backfill shall be free of clay, humus, or other objectionable matter, and shall conform to the gradation in Table 1 when tested in accordance with ASTM C136.

Table 1. Gradation of Porous Backfill

Sieve Designation (square openings)

Percentage by Weight Passing Sieves

Porous Material No. 2 1 inch (25 mm) 100

3/4 inch (18.75 mm) 90-100 3/8 inch (9 mm) 25 – 55 No. 4 (4.75 mm) 5 – 10 No. 8 (2.36 mm) 0 - 5

No. 16 (1.18 mm) No. 50 (0.30 mm)

No. 100 (0.15 mm)

D-705.2 PIPE UNDERDRAINS FOR AIRPORTS

When two courses of porous backfill are specified in the plans, the finer of the materials shall conform to particle size tabulated herein for porous material No. 1. The coarser granular material shall meet the gradation given in the tabulation for porous material No. 2. 705-2.6. Granular material. Granular material used for backfilling shall conform to the requirements of ASTM D2321 for Class IA, IB, or II materials, or shall meet the requirements of AASHTO Standard Specification for Highway Bridges Section 30. 705-2.7. Filter fabric. The filter fabric shall conform to the requirements of AASHTO M288 Class 2.

Table 2 Fabric Property Test Method Test Requirement

Grab Tensile Strength, lbs ASTM D4632 125 min Grab Tensile Elongation % ASTM D4632 50 min Burst Strength, psi ASTM D3785 125 min Trapezoid Tear Strength, lbs ASTM D4533 55 min Puncture Strength, lbs ASTM D4833 40 min Abrasion, lbs ASTM D4886 15 max loss Equivalent Opening Size ASTM D4751 70-100 Permittivity sec-1 ASTM D4491 0.80 Accelerated Weathering (UV Stability) (Strength Retained - %)

ASTM D4355 *(500 hrs exposure)

70

705-2.8. Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. When CLSM is used all joints shall have elastomeric seals.


705-3.1 Equipment. All equipment required for the construction of pipe underdrains shall be on the project, in good working condition, and approved by the Engineer before construction is permitted to start. 705-3.2 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but shall not be less than the external diameter of the pipe plus 6 inches (150 mm) on each side of the pipe. The trench walls shall be approximately vertical. Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the foundation grade for a depth of at least 4 inches (100 mm). The excavation below grade shall be backfilled with selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 6 inches (150 mm) in uncompacted depth to form a uniform but yielding foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench width. The Engineer shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe. Excavated material not required or acceptable for backfill shall be disposed of by the Contractor as directed by the Engineer. The excavation shall not be carried below the required depth; if this occurs, the trench shall be backfilled at the Contractor’s expense with material approved by the Engineer and compacted to the density of the surrounding material.


The pipe bed shall be shaped so at least the lower quarter of the pipe shall be in continuous contact with the bottom of the trench. Spaces for the pipe bell shall be excavated to allow the pipe barrel to support the entire weight of the pipe. The Contractor shall do trench bracing, sheathing, or shoring necessary to perform and protect the excavation as required for safety and conformance to Federal, state and local laws. Unless otherwise provided, the bracing, sheathing, or shoring shall be removed by the Contractor after the backfill has reached at least 12 inches (300 mm) over the top of the pipe. The sheathing or shoring shall be pulled as the granular backfill is placed and compacted to avoid any unfilled spaces between the trench wall and the backfill material. The cost of bracing, sheathing, or shoring, and the removal of same, shall be included in the unit price bid per foot (meter) for the pipe. 705-3.3 Laying and installing pipe.

a. Concrete pipe. The laying of the pipe in the finished trench shall be started at the lowest point and proceed upgrade. When bell and spigot pipe is used, the bells shall be laid upgrade. If tongue and groove pipe is used, the groove end shall be laid upgrade. Holes in perforated pipe shall be placed down, unless otherwise shown on the plans. The pipe shall be firmly and accurately set to line and grade so that the invert will be smooth and uniform. Pipe shall not be laid on frozen ground.

Pipe which is not true in alignment, or which shows any settlement after laying, shall be taken up and relaid by the Contractor at no additional expense.

b. Metal pipe. The metal pipe shall be laid with the separate sections joined firmly together with bands, with outside laps of circumferential joints pointing upgrade, and with longitudinal laps on the sides. Any metal in the pipe or bands that is not protected thoroughly by galvanizing shall be coated with a suitable asphaltum paint.

During installation, the asphalt-protected pipe shall be handled without damaging the asphalt coating. Any breaks in the bitumen or treatment of the pipe shall be refilled with the type and kind of bitumen used in coating the pipe originally.

c. PVC or polyethylene pipe. PVC or polyethylene pipe shall be installed in accordance with the requirements of ASTM D2321 or AASHTO Standard Specification for Highway Bridges Section 30. Perforations shall meet the requirements of AASHTO M252 or AASHTO M294 Class 2, unless otherwise indicated on the plans. The pipe shall be laid accurately to line and grade.

d. All types of pipe. The upgrade end of pipelines, not terminating in a structure, shall be plugged or

capped as approved by the Engineer.

Unless otherwise shown on the plans, a 4 inch (100 mm) bed of granular backfill material shall be spread in the bottom of the trench throughout the entire length under all perforated pipe underdrains. Pipe outlets for the underdrains shall be constructed when required or shown on the plans. The pipe shall be laid with tight-fitting joints. Porous backfill is not required around or over pipe outlets for underdrains. All connections to other drainage pipes or structures shall be made as required and in a satisfactory manner. If connections are not made to other pipes or structures, the outlets shall be protected and constructed as shown on the plans.

e. Filter fabric. The filter fabric shall be installed in accordance with the manufacturer’s recommendations, or in accordance with AASHTO M288 Appendix, unless otherwise shown on the plans.


705-3.4 Mortar. The mortar shall be of the desired consistency for caulking and filling the joints of the pipe and for making connections to other pipes or to structures. Mortar that is not used within 45 minutes after water has been added shall be discarded. Retempering of mortar shall not be permitted. 705-3.5 Joints in concrete pipe. When open or partly open joints are required or specified, they shall be constructed as indicated on the plans. The pipe shall be laid with the ends fitted together as designed. If bell and spigot pipe is used, mortar shall be placed along the inside bottom quarter of the bell to center the following section of pipe. The open or partly open joints shall be surrounded with granular material meeting requirements of porous backfill No. 2 in Table 1 or as indicated on the plans. This backfill shall be placed so its thickness will be not less than 3 inches (75 mm) nor more than 6 inches (150 mm), unless otherwise shown on the plans. When the original material excavated from the trench is impervious, commercial concrete sand or granular material meeting requirements of porous backfill No. 1 shall surround porous backfill No. 2 (Table 1), as shown on the plans or as directed by the Engineer. When the original material excavated from the trench is pervious and suitable, it may be used as backfill in lieu of porous backfill No. 1, when indicated on the plans or as directed by the Engineer. 705-3.6 Backfilling.

a. Earth. All trenches and excavations shall be backfilled soon after the pipes are installed, unless additional protection of the pipe is directed. The backfill material shall be select material from excavation or borrow and shall be approved by the Engineer. The select material shall be placed on each side of the pipe out to a distance of the nominal pipe diameter and one foot (30 cm) over the top of the pipe and shall be readily compacted. It shall not contain stones 3 inches (75 mm) or larger in size, frozen lumps, chunks of highly plastic clay, or any other material that is objectionable to the Engineer. The material shall be moistened or dried, as required to aid compaction. Placement of the backfill shall not cause displacement of the pipe. Thorough compaction under the haunches and along the sides to the top of the pipe shall be obtained.

The backfill shall be placed in loose layers not exceeding 6 inches (150 mm) in depth under and around the pipe, and not exceeding 8 inches (200 mm) over the pipe. Successive layers shall be added and thoroughly compacted by hand and pneumatic tampers, approved by the Engineer, until the trench is completely filled and brought to the planned elevation. Backfilling shall be done to avoid damaging top or side pressures on the pipe. In embankments and other unpaved areas, the backfill shall be compacted per Item P-152 to the density required for embankments in unpaved areas. Under paved areas, the subgrade and any backfill shall be compacted per Item P-152 to the density required for embankments for paved areas.

b. Granular backfill. When granular backfill is required, placement in the trench and about the pipe shall be as shown on the plans. The granular backfill shall not contain an excessive amount of foreign matter, nor shall soil from the sides of the trench or from the soil excavated from the trench be allowed to filter into the granular backfill. When required by the Engineer, a template shall be used to properly place and separate the two sizes of backfill. The backfill shall be placed in loose layers not exceeding 6 inches (150 mm) in depth. The granular backfill shall be compacted by hand and pneumatic tampers to the requirements as given for embankment. Backfilling shall be done to avoid damaging top or side pressure on the pipe. The granular backfill shall extend to the elevation of the trench or as shown on the plans.


When perforated pipe is specified, granular backfill material shall be placed along the full length of the pipe. The position of the granular material shall be as shown on the plans. If the original material excavated from the trench is pervious and suitable, it shall be used in lieu of porous backfill No. 1. If porous backfill is placed in paved or adjacent to paved areas before grading or subgrade operations is completed, the backfill material shall be placed immediately after laying the pipe. The depth of the granular backfill shall be not less than 12 inches (300 mm), measured from the top of the underdrain. During subsequent construction operations, a minimum depth of 12 inches (300 mm) of backfill shall be maintained over the underdrains. When the underdrains are to be completed, any unsuitable material shall be removed exposing the porous backfill. Porous backfill containing objectionable material shall be removed and replaced with suitable material. The cost of removing and replacing any unsuitable material shall be at the Contractor’s expense. If a granular subbase blanket course is used which extends several feet beyond the edge of paving to the outside edge of the underdrain trench, the granular backfill material over the underdrains shall be placed in the trench up to an elevation of 2 inches (50 mm) above the bottom surface of the granular subbase blanket course. Immediately prior to the placing of the granular subbase blanket course, the Contractor shall blade this excess trench backfill from the top of the trench onto the adjacent subgrade where it can be incorporated into the granular subbase blanket course. Any unsuitable material that remains over the underdrain trench shall be removed and replaced. The subbase material shall be placed to provide clean contact between the subbase material and the underdrain granular backfill material for the full width of the underdrain trench.

c. Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153.

d. Deflection testing. The Engineer may at any time, notwithstanding previous material acceptance,

reject or require re-installation of pipe that exceeds 5% deflection when measured in accordance with ASTM D2321, including Appendices.

705-3.7 Connections. When the plans call for connections to existing or proposed pipe or structures, these connections shall be watertight and made to obtain a smooth uniform flow line throughout the drainage system. 705-3.8 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of all surplus material, soil, and rubbish from the site. Surplus soil may be deposited in embankments, shoulders, or as directed by the Engineer. Except for paved areas of the airport, the Contractor shall restore all disturbed areas to their original condition.


705-4.1 The length of edge drains shall be the number of linear feet (meters) of edge drain trenching in place, completed, and approved; measured along the centerline of the edge drain trench. 705-4.2 The quantity of porous backfill shall be the number of cubic yards (cubic meters) of porous backfill No. 1 and No. 2, complete in place and accepted, and shall be determined from the dimensions given on the plans by typical trench sections indicating the placement of porous backfill or dimensions directed by the Engineer. 705-4.3 The quantity of filter fabric shall be the number of square yards (square meters) of filter fabric in place, completed, and approved; and shall be determined from the dimensions given on the plans by typical trench sections indicating the placement of filter fabric or dimensions directed by the Engineer.


BASIS OF PAYMENT

705-5.1 Payment will be made at the contract unit price per linear foot (meter) for edge drain trenching COMPLETE (including all excavation, porous backfill, filter fabric, and incidentals). These prices shall be full compensation for furnishing all materials and for all preparation, labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: Item D-705-5.1 Edge Drain – per linear foot (meter) COMPLETE (including porous

backfill and filter fabric)

MATERIAL REQUIREMENTS

ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates ASTM D2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers

and Other Gravity-Flow Applications ASTM D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe

and Fittings ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F758 Standard Specification for Smooth Wall Poly (Vinyl Chloride) (PVC) Plastic

Underdrain Systems for Highway, Airport, and Similar Drainage ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer

Pipe & Fittings Based on Controlled Inside Diameter ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe

with a Smooth Interior and Fittings AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M288 Standard Specification for Geotextile Specification for Highway Applications AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500- mm (12-

to 60-in.) Diameter AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe

and Fittings Based on Controlled Inside Diameter

END OF ITEM D-705 F:\airports\ADMIN\TECHSPECS\AC150-5370-10G\D-705.docx (07/21/2014) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\D-705.edited.docx (05/2020)

MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES D-751.1

ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES

DESCRIPTION

751-1.1 This item shall consist of construction of manholes, catch basins, inlets, and inspection holes, in accordance with these specifications, at the specified locations and conforming to the lines, grades, and dimensions shown on the plans or required by the RPR.

MATERIALS 751-2.1 Brick. The brick shall conform to the requirements of ASTM C32, Grade MS. 751-2.2 Mortar. Mortar shall consist of one-part Portland cement and two parts sand. The cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144. 751-2.3 Concrete. Plain and reinforced concrete used in structures, connections of pipes with structures, and the support of structures or frames shall conform to the requirements of Item P-610. 751-2.4 Precast concrete pipe manhole rings. Precast concrete pipe manhole rings shall conform to the requirements of ASTM C478. Unless otherwise specified, the risers and offset cone sections shall have an inside diameter of not less than 36 inches (90 cm) nor more than 48 inches (120 cm). There shall be a gasket between individual sections and sections cemented together with mortar on the inside of the manhole. Gaskets shall conform to the requirements of ASTM C443. 751-2.5 Corrugated metal. Corrugated metal shall conform to the requirements of American Association of State Highway and Transportation Officials (AASHTO) M36. 751-2.6 Frames, covers, and grates. The castings shall conform to one of the following requirements:

a. ASTM A48, Class 35B: Gray iron castings

b. ASTM A47: Malleable iron castings

c. ASTM A27: Steel castings

d. ASTM A283, Grade D: Structural steel for grates and frames

e. ASTM A536, Grade 65-45-12: Ductile iron castings

f. ASTM A897: Austempered ductile iron castings All castings or structural steel units shall conform to the dimensions shown on the plans and shall be designed to support the loadings, aircraft gear configuration and/or direct loading, specified. Each frame and cover or grate unit shall be provided with fastening members to prevent it from being dislodged by traffic, but which will allow easy removal for access to the structure. All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized to meet the requirements of ASTM A123.

D-751.2 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES

751-2.7 Steps. The steps or ladder bars shall be gray or malleable cast iron or galvanized steel. The steps shall be the size, length, and shape shown on the plans and those steps that are not galvanized shall be given a coat of asphalt paint, when directed. 751-2.8 Precast inlet structures. Manufactured in accordance with and conforming to ASTM C913.


751-3.1 Unclassified excavation.

a. The Contractor shall excavate for structures and footings to the lines and grades or elevations, shown on the plans, or as staked by the RPR. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footings shown. The elevations of the bottoms of footings, as shown on the plans, shall be considered as approximately only; and the RPR may direct, in writing, changes in dimensions or elevations of footings necessary for a satisfactory foundation.

b. Boulders, logs, or any other objectionable material encountered in excavation shall be removed.

All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped, or serrated, as directed by the RPR. All seams or crevices shall be cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. Where concrete will rest on a surface other than rock, the bottom of the excavation shall not be disturbed and excavation to final grade shall not be made until immediately before the concrete or reinforcing is placed.

c. The Contractor shall do all bracing, sheathing, or shoring necessary to implement and protect the

excavation and the structure as required for safety or conformance to governing laws. The cost of bracing, sheathing, or shoring shall be included in the unit price bid for the structure.

d. All bracing, sheathing, or shoring involved in the construction of this item shall be removed by the

Contractor after the completion of the structure. Removal shall not disturb, or damage finished masonry. The cost of removal shall be included in the unit price bid for the structure.

e. After excavation is completed for each structure, the Contractor shall notify the RPR. No concrete

or reinforcing steel shall be placed until the RPR has approved the depth of the excavation and the character of the foundation material.

751-3.2 Brick structures.

a. Foundations. A prepared foundation shall be placed for all brick structures after the foundation excavation is completed and accepted. Unless otherwise specified, the base shall consist of reinforced concrete mixed, prepared, and placed in accordance with the requirements of Item P-610.

b. Laying brick. All brick shall be clean and thoroughly wet before laying so that they will not absorb

any appreciable amount of additional water at the time they are laid. All brick shall be laid in freshly made mortar. Mortar not used within 45 minutes after water has been added shall be discarded. Retempering of mortar shall not be permitted. An ample layer of mortar shall be spread on the beds and a shallow furrow shall be made in it that can be readily closed by the laying of the brick. All bed and head joints shall be filled solid with mortar. End joints of stretchers and side or cross joints of headers shall be fully buttered with mortar and a shoved joint made to squeeze out mortar at the top of the joint. Any bricks that may be loosened after the mortar has taken its set, shall be removed,


cleaned, and re-laid with fresh mortar. No broken or chipped brick shall be used in the face, and no spalls or bats shall be used except where necessary to shape around irregular openings or edges; in which case, full bricks shall be placed at ends or corners where possible, and the bats shall be used in the interior of the course. In making closures, no piece of brick shorter than the width of a whole brick shall be used; and wherever practicable, whole brick shall be used and laid as headers.

c. Joints. All joints shall be filled with mortar at every course. Exterior faces shall be laid up in

advance of backing. Exterior faces shall be plastered or parged with a coat of mortar not less than 3/8 inch (9 mm) thick before the backing is laid up. Prior to parging, all joints on the back of face courses shall be cut flush. Unless otherwise noted, joints shall be not less than 1/4 inch (6 mm) nor more than 1/2 inch (12 mm) wide and the selected joint width shall be maintained uniform throughout the work.

d. Pointing. Face joints shall be neatly struck, using the weather-struck joint. All joints shall be

finished properly as the laying of the brick progresses. When nails or line pins are used, the holes shall be immediately plugged with mortar and pointed when the nail or pin is removed.

e. Cleaning. Upon completion of the work all exterior surfaces shall be thoroughly cleaned by

scrubbing and washing with water. If necessary to produce satisfactory results, cleaning shall be done with a 5% solution of muriatic acid which shall then be rinsed off with liberal quantities of water.

f. Curing and cold weather protection. The brick masonry shall be protected and kept moist for at

least 48 hours after laying the brick. Brick masonry work or pointing shall not be done when there is frost on the brick or when the air temperature is below 50°F (10°C) unless the Contractor has, on the project ready to use, suitable covering and artificial heating devices necessary to keep the atmosphere surrounding the masonry at a temperature of not less than 60°F (16°C) for the duration of the curing period.

751-3.3 Concrete structures. Concrete structures which are to be cast-in-place within the project boundaries shall be built on prepared foundations, conforming to the dimensions and shape indicated on the plans. The construction shall conform to the requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the plans and shall be approved by the RPR before the concrete is placed. All invert channels shall be constructed and shaped accurately to be smooth, uniform, and cause minimum resistance to flowing water. The interior bottom shall be sloped to the outlet. 751-3.4 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another RPR approved third party certification program. Precast concrete structures shall conform to ASTM C478. Precast concrete structures shall be constructed on prepared or previously placed slab foundations conforming to the dimensions and locations shown on the plans. All precast concrete sections necessary to build a completed structure shall be furnished. The different sections shall fit together readily. Joints between precast concrete risers and tops shall be full-bedded in cement mortar and shall: (1) be smoothed to a uniform surface on both interior and exterior of the structure or (2) utilize a rubber gasket per ASTM C443. The top of the upper precast concrete section shall be suitably formed and dimensioned to receive the metal frame and cover or grate, or other cap, as required. Provision shall be made for any connections for lateral pipe, including drops and leads that may be installed in the structure. The flow lines shall be smooth, uniform, and cause minimum resistance to flow. The metal or metal encapsulated steps that are embedded or built into the side walls shall be aligned


and placed in accordance to ASTM C478. When a metal ladder replaces the steps, it shall be securely fastened into position. 751-3.5 Corrugated metal structures. Corrugated metal structures shall be prefabricated. All standard or special fittings shall be furnished to provide pipe connections or branches with the correct dimensions and of sufficient length to accommodate connecting bands. The fittings shall be welded in place to the metal structures. The top of the metal structure shall be designed so that either a concrete slab or metal collar may be attached to allow the fastening of a standard metal frame and grate or cover. Steps or ladders shall be furnished as shown on the plans. Corrugated metal structures shall be constructed on prepared foundations, conforming to the dimensions and locations as shown on the plans. When indicated, the structures shall be placed on a reinforced concrete base. 751-3.6 Inlet and outlet pipes. Inlet and outlet pipes shall extend through the walls of the structures a sufficient distance beyond the outside surface to allow for connections. They shall be cut off flush with the wall on the inside surface of the structure, unless otherwise directed. For concrete or brick structures, mortar shall be placed around these pipes to form a tight, neat connection. 751-3.7 Placement and treatment of castings, frames, and fittings. All castings, frames, and fittings shall be placed in the positions indicated on the plans or as directed by the RPR and shall be set true to line and elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts shall be in place before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or concrete has set. When frames or fittings are placed on previously constructed masonry, the bearing surface of the masonry shall be brought true to line and grade and shall present an even bearing surface so the entire face or back of the unit will come in contact with the masonry. The unit shall be set in mortar beds and anchored to the masonry as indicated on the plans or as directed by the RPR. All units shall set firm and secure. After the frames or fittings have been set in final position, the concrete or mortar shall be allowed to harden for seven (7) days before the grates or covers are placed and fastened down. 751-3.8 Installation of steps. The steps shall be installed as indicated on the plans or as directed by the RPR. When the steps are to be set in concrete, they shall be placed and secured in position before the concrete is placed. When the steps are installed in brick masonry, they shall be placed as the masonry is being built. The steps shall not be disturbed or used until the concrete or mortar has hardened for at least seven (7) days. After seven (7) days, the steps shall be cleaned and painted, unless they have been galvanized. When steps are required with precast concrete structures they shall meet the requirements of ASTM C478. The steps shall be cast into the side of the sections at the time the sections are manufactured or set in place after the structure is erected by drilling holes in the concrete and cementing the steps in place. When steps are required with corrugated metal structures, they shall be welded into aligned position at a vertical spacing of 12 inches (300 mm). Instead of steps, prefabricated ladders may be installed. For brick or concrete structures, the ladder shall be held in place by grouting the supports in drilled holes. For metal structures, the ladder shall be secured by welding the top support to the structure and grouting the bottom support into drilled holes in the foundation or as directed by the RPR.


751-3.9 Backfilling.

a. After a structure has been completed, the area around it shall be backfilled with approved material, in horizontal layers not to exceed 8 inches (200 mm) in loose depth and compacted to the density required in Item P-152. Each layer shall be deposited evenly around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the RPR.

b. Backfill shall not be placed against any structure until approved by the RPR. For concrete

structures, approval shall not be given until the concrete has been in place seven (7) days, or until tests establish that the concrete has attained sufficient strength to withstand any pressure created by the backfill and placing methods.

c. Backfill shall not be measured for direct payment. Performance of this work shall be considered an

obligation of the Contractor covered under the contract unit price for the structure involved. 751-3.10 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankments, shoulders, or as approved by the RPR. The Contractor shall restore all disturbed areas to their original condition. The Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition.


751-4.1 Manholes, catch basins, inlets, and inspection holes shall be measured by the unit.

BASIS OF PAYMENT

751-5.1 The accepted quantities of manholes, catch basins, inlets, and inspection holes will be paid for at the contract unit price per each in place when completed. This price shall be full compensation for furnishing all materials and for all preparation, excavation, backfilling and placing of the materials; furnishing and installation of such specials and connections to pipes and other structures as may be required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals necessary to complete the structure. Payment will be made under:

Item D-751-5.1 Manholes - per each Item D-751-5.2 Catch Basins - per each Item D-751-5.3 Inlets - per each Item D-751-5.4 Inspection Holes - per each

REFERENCES


ASTM A27 Standard Specification for Steel Castings, Carbon, for General Application


ASTM A47 Standard Specification for Ferritic Malleable Iron Castings ASTM A48 Standard Specification for Gray Iron Castings ASTM A123 Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron

and Steel Products ASTM A283 Standard Specification for Low and Intermediate Tensile Strength Carbon

Steel Plates ASTM A536 Standard Specification for Ductile Iron Castings ASTM A897 Standard Specification for Austempered Ductile Iron Castings ASTM C32 Standard Specification for Sewer and Manhole Brick (Made from Clay or

Shale) ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using

Rubber Gaskets. ASTM C478 Standard Specification for Precast Reinforced Concrete Manhole Sections ASTM C913 Standard Specification for Precast Concrete Water and Wastewater

Structures.

American Association of State Highway and Transportation Officials (AASHTO) AASHTO M36 Standard Specification for Corrugated Steel Pipe, Metallic-Coated, for

Sewers and Drains

END OF ITEM D-751 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\D-751.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\D-751.docx (05/2020)

WIRE FENCE WITH STEEL POSTS (CLASS C AND D FENCE) F-161.1

ITEM F-161 WIRE FENCE WITH STEEL POSTS (CLASS C AND D FENCE)

DESCRIPTION

161-1.1 This item covers the requirements for furnishing materials and constructing new wire fences and gates with steel posts in accordance with the details included herein and as shown on the plans. The class of fence to be erected shall be either Class C, woven wire fencing surmounted by two strands of barbed wire, or Class D, four strands of barbed wire, as indicated on the plans.

MATERIALS

161-2.1 Wire.

a. Woven wire (zinc-coated). The woven wire fencing shall be 7-bar, 26-inch (66 cm) field fence with top and bottom wires No. 10 gauge, and filler and stay wires No. 12-1/2 gauge. Stay wires shall be spaced 6 inches (150 mm) apart. All wire shall be smooth galvanized steel wire conforming to ASTM A116. All wires shall be twice-dipped and spaced as shown on the plans.

b. Barbed wire (zinc-coated). Zinc-coated barbed wire shall be 2-strand twisted No. 12-1/2-gauge galvanized steel wire with 4-point barbs of No. 14 gauge galvanized steel wire. All wire shall conform to ASTM A121, Type A. The barbs shall be spaced approximately 5 inches (125 mm) apart.

c. Barbed wire (copper-covered). Copper-covered steel barbed wire shall conform to ASTM A121,

Type A.

d. Barbed wire (aluminum-coated). Aluminum-coated steel barbed wire shall be 2-strand twisted No. 12-1/2 gauge. The 4-point barbs of No. 14 gauge aluminum-coated steel wire shall be spaced approximately 5 inches (125 mm) apart. The steel wire shall have a tensile strength of between 60,000 and 80,000 pounds per square inch (413 400 and 551 200 kPa) and the aluminum coating shall have a minimum weight of 0.30 ounces per square foot (0.07 km/ m2) of wire surface on the No. 12-1/2-gauge line wire and 0.25 ounces per square foot (0.06 kg/m2) of wire surface on the No. 14 gauge barbs.

e. Bracing wire (zinc-coated). Wire used for cable bracing shall be No. 9 smooth galvanized soft

wire. 161-2.2 Fence posts, gates, rails, braces, and accessories. These items, when specified, shall conform to the requirements of Federal Specification RR-F-191 and shall be zinc-coated. 161-2.3 Concrete. Concrete shall be of a commercial grade with a minimum 28-day compressive strength of 3000 psi (2670 kPa).


161-3.1 General. The fence shall be constructed in accordance with the details on the plans and as specified here using new materials. All work shall be performed in a workmanlike manner satisfactory to the RPR. The Contractor shall layout the fence line based on the plans. The Contractor shall span the opening below the fence with barbed wire at all locations where it is not practical to conform the fence to the general contour of the ground surface because of natural or manmade features such as drainage ditches. The new fence shall be permanently tied to the terminals of existing fences whenever required by the RPR. The

F-161.2 WIRE FENCE WITH STEEL POSTS (CLASS C AND D FENCE)

finished fence shall be plumb, taut, true to line and ground contour, and complete in every detail. When directed, the Contractor shall stake down the woven wire fence at several points between posts. The Contractor shall complete removal of existing fencing, in conjunction with installation of new fencing, and in accordance with the Construction Safety Plan. 161-3.2 Clearing fence line. The site of the fence shall be sufficiently cleared of obstructions, and surface irregularities. The fence line shall be graded so that the fence will conform to the general contour of the ground. The fence line shall be cleared on each side of the centerline of the fence. This clearing shall consist of the removal of all stumps, brush, rocks, trees, or other obstructions that will interfere with proper construction of the fence. Stumps within the cleared area of the fence shall be grubbed or excavated. The bottom of the fence shall be placed a uniform distance above ground, as specified in the plans. When shown on the plans or as directed by the RPR, the existing fences which interfere with the new fence location shall be removed by the Contractor as a part of the construction work unless such removal is listed as a separate item in the bid schedule. All holes remaining after post and stump removal shall be refilled with suitable soil, gravel, or other suitable material and compacted with tampers. The work shall include the handling and disposal of all material cleared, excavated or removed, regardless of the type, character, composition, or condition of such material encountered. 161-3.3 Installing posts. All posts shall be spaced as shown on the plans. Corner, brace, anchor, end, and gate posts shall be set in concrete as shown on the plans. The top of the concrete shall be slightly above the ground surface, trowel finished, and sloped to drain. Post holes of full depth and size for the concrete shall be provided. All line posts may be either driven or set in dug holes to a depth of 3 feet (1 m). All post setting shall be done carefully and to true alignment. Dirt removed for placing posts, anchor bars, flanges, etc., shall be replaced, tamped, and leveled. When posts are driven, care shall be exercised to prevent marring or buckling of the posts. Damaged posts shall be replaced at the Contractor’s expense. No extra compensation will be made for rock excavation. 161-3.4 Bracing. All corner, anchor, end, and gate posts shall be braced as shown on the plans. Anchor posts shall be set at approximately 500 feet (150 meters) intervals and braced to the adjacent posts. 161-3.5 Installing wire. All barbed wire and woven wire shall be placed on the side of the post away from the airport, or as directed by the RPR, at the height indicated on the plans. The woven wire shall be carefully stretched and hung without sag and with true alignment. Care shall be taken not to stretch the wire so tightly that it will break in cold weather or pull up corner and brace posts. All horizontal wires shall be fastened securely to each post by fasteners or clips designed for use with the posts furnished. The woven wire shall be wrapped around end, corner, and gate posts, and the ends of all horizontal wires shall be tied with snug, tight twists. The wire shall be secured to prevent slipping up and down the post. Barbed wire strands shall be stretched and each strand secured to each post to prevent slipping out of line or becoming loose. At end, corner, and gate posts the barbed wire shall be securely wrapped and anchored once about the post from outside and secured against slipping by tying the ends with snug, tight twists. However, on spans of less than 100 feet (30 m) both ends of the span need not be wrapped around the posts. The bottom wire of the woven wire fencing shall clear the ground by not more than 4 inches (100 mm) or less than one inch (25 mm) at any place. 161-3.6 Splicing wire. Splices in barbed and woven wire will be permitted if made with an approved galvanized bolt-clamp splice or a wire splice made as follows: The ends of each wire shall be carried 3 inches (75 mm) past the splice tool and wrapped around the other wire for at least six turns in opposite directions. After the tool is removed, the space occupied by it shall be closed by pulling the ends together. The unused ends of the wire shall be cut close to make a neat, workmanlike job.

WIRE FENCE WITH STEEL POSTS (CLASS C AND D FENCE) F-161.3

161-3.7 Installing gates. The gates shall be hung on gate fittings as shown on the plans. They shall be attached in such a manner that the gate cannot be lifted off the hinges. Gates shall be erected to swing in the direction indicated and shall be provided with gate stops, as specified or as shown on the plans. Gates shall be erected at locations shown on the plans. 161-3.8 Existing fence connections. Wherever the new fence joins an existing fence, either at a corner or at the intersection of straight fence lines, a corner or anchor post shall be set at the junction and braced and anchored the same as herein described for corner posts. If the connection is made at other than the corner of the new fence, the last span of the old fence shall contain a brace span. 161-3.9 Electrical grounds. Electrical grounds shall be constructed at 500 feet (150 m) intervals, or as direct in the Plans. The ground shall be accomplished with a copper clad rod 8 feet (2.4 m) long and a minimum of 5/8 inches (16 mm) in diameter driven vertically until the top is 6 inches (150 mm) below the ground surface. A No. 6 solid copper conductor shall be clamped to the rod and to the fence in such a manner that each element of the fence is grounded. Installation of ground rods shall not constitute a pay item and shall be considered incidental to fence construction. The Contractor shall comply with FAA-STD-019, Lightning and Surge Protection, Grounding, Bonding and Shielding Requirements for Facilities and Electronic Equipment, paragraph 4.2.3.8, Lightning Protection for Fences and Gates, when fencing is adjacent to FAA facilities. 161-3.10 Cleaning up. The Contractor shall remove from the vicinity of the completed work all tools, buildings, equipment, etc., used during construction. All disturbed areas shall be seeded per Item T-901.

METHOD OF MEASUREMENT 161-4.1 Fences, Class C (Steel Posts), or Class D (Steel Posts), shall be measured in place from outside to outside of end posts or corner posts and shall be the length of fence actually constructed, except for the space occupied by the gates. 161-4.2 Vehicle gates and pedestrian gates shall be measured in units for each gate installed and accepted.

BASIS OF PAYMENT

161-5.1 Payment shall be made at the contract unit price per linear foot (meter) for Class C or Class D wire fence. This price shall be full compensation for furnishing all materials and for all preparation, erection, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. 161-5.2 Payment will be made at the contract unit price per each for vehicle or for pedestrian gates. This price shall be full compensation for furnishing all materials and for all preparation, erection, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item F-161-5.1a Fence, Class C - per linear foot (m) Item F-161-5.1b Fence, Class D - per linear foot (m) Item F-161-5.2a Vehicle Gates - per each Item F-161-5.2b Pedestrian Gates - per each

F-161.4 WIRE FENCE WITH STEEL POSTS (CLASS C AND D FENCE)

REFERENCES


ASTM A116 Standard Specification for Metallic-Coated, Steel Woven Wire Fence Fabric

ASTM A121 Standard Specification for Metallic-Coated Carbon Steel Barbed Wire

FAA Standard FAA-STD-019 Lightning and Surge Protection, Grounding, Bonding and Shielding

Requirements for Facilities and Electronic Equipment

Federal Specification (FED SPEC) FED SPEC RR-F-191/Gen Fencing, Wire, and Post Metal (and Gates, Chain-link Fence

Fabric, and Accessories) (General Specification)

FAA Orders 5300.38 AIP Handbook

END OF ITEM F-161

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\F-161.docx (12/21/2018) F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\F-161.docx (05/2020)

WILDLIFE EXCLUSION FENCE F-164.1

ITEM F-164 WILDLIFE EXCLUSION FENCE

DESCRIPTION

164-1.1 This item covers the requirements for furnishing materials and constructing new wire wildlife exclusion fences and gates with wood posts; furnishing and installing chain-link fence fabric underground along the wire fence line; and constructing concrete pads at fence gates in accordance with the details included here and as shown on the plans. The fence to be erected shall be woven wire or chain-link fencing topped by three strands of barbed wire, as indicated on the plans and in the bid proposal.

MATERIALS

164-2.0 Wire.

a. Woven wire (zinc-coated). The woven wire fence shall be 22-bar, 108-inch (2.74 m) field fence with top and bottom wires No. 12-1/2 gauge, and filler and stay wires No. 12-1/2 gauge. Stay wires shall be spaced 6 inches (150 mm) apart. All wires shall be smooth galvanized steel wire, conforming to ASTM A116. All wires shall be twice-dipped and shall be spaced as shown on the plans.

b. Chain-Link fence Fabric. The fabric shall be woven with a 9-gauge galvanized steel wire in a 2-inch (50 mm) mesh and shall meet the requirements of ASTM A392, Class 2.

c. Chain link skirt fabric. Reserved.

d. Barbed wire (zinc-coated). Zinc-coated barbed wire shall be 2-strand twisted No. 12-1/2-gauge

galvanized steel wire with 4-point barbs of No. 14 gauge galvanized steel wire. All wire shall conform to ASTM A121, Type A. The barbs shall be spaced approximately 5 inches (125 mm) apart.

e. Wire ties and tension wires. Wire fabric ties, wire ties, and tension wire for a given type of fabric shall be the same material as the fabric type. The tension wire shall be 7-gauge coiled spring wire coated similarly to the respective wire fabric being used. The fabric shall be attached to the tension wire as shown on the plans, but not greater than every four feet. Wire fabric ties shall be hog rings of galvanized steel wire not less than 9-gauge. All material shall conform to Federal Specification RR-F-191/4.

f. Bracing wire (zinc-coated). Wire used for cable for bracing shall be No. 9 smooth galvanized soft

wire.

164-2.1 Gates and hardware. Gates shall be constructed of galvanized steel tubing conforming to Federal Specification RR-F-191 and shall be the size shown on the plans. Heavily galvanized hinges and latches for wood posts shall be furnished with each gate. A bolt or lag screw hinge shall be used, and either a wing or butterfly latch shall be furnished. The fabric shall be the same as required for the fence, F-164-2.0. 164-2.2 Miscellaneous fittings and hardware. Miscellaneous steel fittings and hardware for use with zinc-coated steel fabric shall be of commercial grade steel or better quality, wrought or cast as appropriate to the fitting or hardware, and sufficient in strength to provide a balanced design when used with fabric, posts, and wires of the specified quality. All steel fittings and hardware shall be protected with a zinc coating applied in conformance with ASTM A153.

F-164.2 WILDLIFE EXCLUSION FENCE

164-2.3 Wood posts.

a. Species. All posts shall be one of the following species of wood, unless otherwise noted in the proposal.

Wood Species Group I Group II

Cedar Douglas-fir Chestnut Gum, Red Cypress, Southern Larch, Western Locust, Black Pine, Southern Yellow Osage-orange Pine, Lodgepole Redwood Tamarack Yew, Pacific Ash Honey locust Maple, Sugar Oak, White Oak, Red Mulberry Spruce Live Oak

Posts of Group I may be used untreated, provided at least 75% of the wood is heartwood. Posts of less than 75% heartwood of Group I shall be given a preservative treatment for the part of the post that will have contact with the ground line in accordance with the method specified under paragraph 164-2.3e butt treatment below. Posts of Group II shall be given a preservative treatment in accordance with the method specified under paragraph 164-2.3e full length treatment below.

b. Quality. Posts shall be peeled, sound, straight-grained, free from decay, cracks, and splits. Shakes

shall not be in excess of 1/4-inch (6 mm) wide and 3 feet (1 m) long. Checks (lengthwise separations of the wood in a generally radial direction) are permitted, provided they are not harmful.

c. Dimensions. All posts shall be the length shown on the plans. Posts shall have the minimum top diameters shown on the plans or as specified. Sawn and split posts are acceptable instead of round posts if the required diameter round posts could be turned from the sawn/split posts.

d. Manufacture. Outer bark shall be completely removed from all posts including depressions. Inner

bark shall be removed from all post surfaces to be treated, except inner bark may remain in depressions. The amount of wood shaved off in the removal of inner bark shall be held to a minimum.

e. Treatment. Posts shall be conditioned by air seasoning, steaming, or heating in oil in a manner

that prevents injurious checking, splitting, or warping before treating. All timber shall be thoroughly seasoned and dry (22% maximum moisture content) before applying preservative treatment. The treatment, care and preservative shall be with waterborne preservatives in accordance with American Wood Preservers Association (AWPA) Standard U1, Use Category 4 (UC4).

164-2.4 Braces. Cleats, gate stops, and braces shall be of the size shown on the plans. They shall be of the same species and quality specified for the posts or approved by the RPR, and they shall be free from knots larger than one-third the width of the piece. Gate stops shall be made of posts of suitable length. Braces may be made of posts of suitable length or of sawed lumber. All cleats, gate stops, and any braces in contact with the ground and for a distance of at least 6 inches (150 mm) above the ground shall be treated by the hot and cold bath process, specified herein for posts. The wire used in cable for bracing shall conform to paragraph 164-2.0f.


164-2.5 Steel posts, rails, and braces. Line posts, rails, and braces shall conform to the requirements of ASTM F1043 or ASTM F1083 as follows: Galvanized tubular steel pipe shall conform to the requirements of Group IA, (Schedule 40) coatings conforming to Type A, or Group IC (High Strength Pipe), External coating Type B, and internal coating Type B or D. Roll Formed Steel Shapes (C-Sections) shall conform to the requirements of Group IIA, and be galvanized in accordance with the requirements of ASTM F1043, Type A. Hot-Rolled Shapes (H Beams) shall meet the requirements of Group III, and be galvanized in accordance with the requirements of ASTM F1043, Type A. Aluminum Pipe shall conform to the requirements of Group IB. Aluminum Shapes shall conform to the requirements of Group IIB. Vinyl or polyester coated steel shall conform to the requirements of ASTM F1043, Paragraph 7.3, Optional Supplemental Color Coating. Composite posts shall conform to the strength requirements of ASTM F1043 or ASTM F1083. The strength loss of composite posts shall not exceed 10% when subjected to 3,600 hours of exposure to light and water in accordance with ASTM G152, ASTM G153, ASTM G154, and ASTM G155. Posts, rails, and braces furnished for use in conjunction with aluminum alloy fabric shall be aluminum alloy or composite. Posts, rails, and braces, with the exception of galvanized steel conforming to ASTM F1043 or ASTM F1083, Group 1A, Type A, or aluminum alloy, shall demonstrate the ability to withstand testing in salt spray in accordance with ASTM B117 as follows:

External: 1,000 hours with a maximum of 5% red rust. Internal: 650 hours with a maximum of 5% red rust.

The dimensions of the posts, rails, and braces shall be in accordance with Tables I through VI of Federal Specification RR-F-191/3. 164-2.6 Staples. The staples shall be No. 9 galvanized steel wire, one inch (25 mm) long for hardwood posts and 1-1/2 inch (38 mm) long for use in softwood posts. 164-2.7 Concrete pads at gates. Concrete shall be of a commercial grade with a minimum 28-day compressive strength of 3000 psi (2670 kPa). 164-2.8 Weed control material. A commercially available weed control material shall be applied at the manufacturer’s recommended rate.


164-3.1 General. The fence shall be constructed in accordance with the details on the plans using new materials. All work shall be performed in a workmanlike manner, satisfactory to the RPR. The Contractor shall layout the fence line based on the plans. The Contractor shall span the opening below the fence with barbed wire at all locations where it is not practical to conform the fence to the general contour of the


ground surface because of natural or manmade features such as drainage ditches. The new fence shall be permanently tied to the terminals of existing fences whenever required by the RPR. The finished fence shall be plumb, taut, true to line and ground contour, and complete in every detail. When shown on the plans or directed by the RPR, the Contractor shall stake down the woven wire fence at several points between posts. The Contractor shall complete removal of existing fencing, in conjunction with installation of new fencing, and in accordance with the Construction Safety Plan. 164-3.2 Clearing fence line. The site of the fence shall be sufficiently clear of obstructions, and surface irregularities. The fence line shall be graded so that the fence will conform to the general contour of the ground. The fence line shall be cleared on each side of the centerline of the fence. This clearing shall consist of the removal of all stumps, brush, rocks, trees, or other obstructions that will interfere with proper construction of the fence. Stumps within the cleared area of the fence line shall be grubbed or excavated. The bottom of the fence shall be placed a uniform distance above ground as specified in the plans. When shown on the plans or as directed by the RPR, the existing fences which interfere with the new fence location shall be removed by the Contractor as part of the construction work, unless removal is listed as a separate item in the bid schedule. All holes remaining after post and stump removal shall be refilled with suitable soil, gravel, or other suitable material and shall be compacted with tampers. The work shall include the handling and disposal of all material cleared, of excess excavation and the removal of spoiled material regardless of the type, character, composition, or condition of such material encountered. 164-3.3 Setting posts. Wood posts shall be set with large ends down, plumb, and in a straight line on the side on which the wire is to be fastened. Posts shall be set full depth and shall not be cut off to eliminate rock or other excavation. Where rock is encountered, it shall be removed, to provide full-depth and full-size holes. The bottom of all posts shall be cut off square. The diameter of the holes shall be at least 6 inches (150 mm) larger than the diameter of the posts. When cleats are used on posts, the holes shall be dug large enough to accommodate the cleat. Steel posts shall be spaced as shown on the plans. Corner, brace, anchor, end, and gate posts shall be set in concrete bases as shown on the plans. The top of the base concrete shall be slightly above the ground surface, trowel finished, and sloped to drain. Post holes of full depth and size for the concrete bases for posts shall be provided. All line posts may be either driven or set in dug holes to a penetration depth of 3 feet (90 cm). All post setting shall be done carefully and to true alignment. Dirt removed for placing posts, anchor bars, flanges, etc., shall be replaced, tamped, and leveled. When posts are driven, care shall be exercised to prevent marring or buckling of the posts. Damaged posts shall be replaced at the Contractor’s expense. After posts are placed and lined, the holes shall be backfilled with suitable material that shall be properly compacted by the use of tampers or with concrete, as directed in the plans. The posts adjacent to end, corner, anchor, and gate posts shall be set and braced with braces and wire, as shown on the plans. No extra compensation shall be made for rock excavation. 164-3.4 Anchoring and bracing. Corner, end, gate, and adjacent intermediate posts shall be anchored, and brace as shown on the plans. Anchor posts shall be set at approximately 500 feet (150 m) intervals and braced to the adjacent posts. Posts shall be braced before the wire fencing is placed. 164-3.5 Installing wire. The wire shall be placed on the side of the posts away from the airport or as shown on the plans. The wire fence shall be placed on the posts at the height indicated on the plans. Longitudinal wires shall be installed parallel and drawn uniformly taut. The vertical stay wires of the woven wire fencing shall be straight and vertical. At end and gate posts the woven wire and barbed wire shall be wrapped once around the post; each longitudinal wire shall be stapled at least three times and the ends of these wires shall be tied with a snug, tight twist. Each longitudinal wire shall be stapled to each intermediate post with one steel wire staple; at the corner and anchor posts, two or more staples shall be used. The top strands of barbed wire of all fences shall be stapled with two staples in each post. All staples shall be set diagonally with the grain of the wood and driven up tight. After the fence has been erected, the tops of the wood posts shall be


sawed off with a 1-to-3 pitch. The bottom wire of the wire fencing shall clear the ground by not more than 2 inches (50 mm) or less than one inch (25 mm) at any place. 164-3.6 Splicing wire. Wire splices in longitudinal wires will be permitted if made with an approved galvanized bolt-clamp splice or a wire splice made as follows: the end of the wires shall be carried 3 inches (75 mm) past the splice tool and wrapped around the other wire away from the tool for at least six turns in opposite directions. After the tool is removed, the space occupied by it shall be closed by pulling the ends together. The unused ends of the wires shall be cut close to make a neat, workmanlike job. Woven wire shall be spliced only at posts. 164-3.7 Installing chain-link skirt fabric. Reserved – not a requirement of this project. 164-3.8 Installing gates. Gates shall be hung on gate fittings, as shown on the plans. Fittings on the gate posts shall be clamped, screwed, or bolted to prevent slipping. Gates shall be erected to swing in the direction indicated and shall be provided with gate stops, as specified or as shown on the plans. Gates shall be erected at locations shown on the plans. Gate concrete pads shall be installed at each gate or as shown on the plans. 164-3.9 Existing fence connections. Wherever the new fence joins an existing fence, either at a corner or at the intersection of straight fence lines, a corner or anchor post shall be set at the junction and braced and anchored the same as described for corner posts. If the connection is made at other than the corner of the new fence, the last span of the old fence shall contain a brace span. 164-3.10 Electrical grounds. Electrical grounds shall be constructed at 500 feet (150 m) intervals, or as directed in the plans. The ground shall be accomplished with a copper clad rod 8 feet (2.4 m) long and a minimum of 5/8 inches (16 mm) in diameter driven vertically until the top is 6 inches (150 mm) below the ground surface. A No. 6 solid copper conductor shall be clamped to the rod and to the fence in such a manner that each element of the fence is grounded. Installation of ground rods shall not constitute a pay item and shall be considered incidental to fence construction. The Contractor shall comply with FAA-STD-019, Lightning and Surge Protection, Grounding, Bonding and Shielding Requirements for Facilities and Electronic Equipment, paragraph 4.2.3.8, Lightning Protection for Fences and Gates when fencing is adjacent to FAA facilities. 164-3.11 Weed control application. Weed control material shall be applied over an area 5 feet (1.5 m) wide, measured from the fence centerline, and over the chain link wildlife fence. Apply weed control material as recommended by the manufacturer’s instructions and in compliance with state and local regulations. 164-3.12 Cleaning up. The Contractor shall remove from the vicinity of the completed work all tools, buildings, equipment, etc., used during construction. All disturbed areas shall be seeded per Item T-901.


164-4.1 Fence. Fence shall be measured in place from outside to outside of end posts or corner posts and shall be the length of fence actually constructed, except for the space occupied by the gates. 164-4.2 Chain link fence skirt fabric. Chain-link fence fabric shall be measured for payment by the linear foot (m) to the nearest foot (meter). Measurement shall be along the fence from center to center of end or corner posts, excluding the length occupied by gate openings. 164-4.3 Vehicle gates, cantilever gates, and pedestrian gates. Vehicle gates and pedestrian gates shall be measured in units for each gate installed and accepted.


164-4.4 Weed control application. Shall be measured by the linear foot.

BASIS OF PAYMENT

164-5.1 Fence. Payment will be made at the contract unit price per linear foot (meter) for wire fence. This price shall be full compensation for furnishing all materials and for preparation, erection, and installation of these materials, and for all labor, equipment, tools and incidentals necessary to complete the item. 164-5.2 Chain link fence skirt fabric. Payment for chain-link fence skirt fabric shall be made at the contract unit price per linear foot. This price shall be full compensation for furnishing materials, all labor (including preparation, excavation, backfill, fill, and installation), equipment, tools, and incidentals necessary to complete this item. Utility locates shall be included in this pay item. 164-5.3 Vehicle gates, cantilever gates, and pedestrian gates. Payment will be made at the contract unit price per each for driveway or for walkway gates. This price shall be full compensation for furnishing all materials and for all preparation, erection, and installation of these materials and for all labor, equipment, tools, and necessary incidentals to complete the item. Cantilever gates shall include all labor (including preparation, excavation, backfill, placement of concrete, reinforcing steel, and forms), equipment, tools, and incidentals necessary to complete this item. 164-5.5 Weed control application. Payment for weed control application shall be made at the contract unit price per linear foot. This price shall be full compensation for furnishing materials, all labor, equipment, tools, and incidentals necessary to complete this item. Payment will be made under:

Item F-164-5.1 Fence per linear foot (m) Item F-164-5.2 Chain link Fence Skirt Fabric per linear feet (m) Item F-164-5.3a Vehicle gate, each Item F-164-5.3b Pedestrian gate, each Item F-164-5.4 Single Track Cantilever Gate, each Item F-164-5.5 Dual Track Cantilever Gate, each Item F-164-5.6 Weed Control, per linear foot

REFERENCES


ASTM A116 Standard Specification for Metallic-Coated, Steel Woven Wire Fence Fabric

ASTM A121 Standard Specification for Metallic-Coated Carbon Steel Barbed Wire ASTM A153 Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel

Hardware ASTM A392 Standard Specification for Zinc-Coated Steel Chain-Link Fence Fabric


ASTM A491 Standard Specification for Aluminum-Coated Steel Chain-Link Fence Fabric

ASTM F668 Standard Specification for Polyvinyl Chloride(PVC), Polyolefin and other Organic Polymer Coated Steel Chain-Link Fence Fabric

ASTM F1043 Standard Specification for Strength and Protective Coatings on Steel Industrial Fence Framework

ASTM F1083 Standard Specification for Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded, for Fence Structures

ASTM F1183 Standard Specification for Aluminum Alloy Chain Link Fence Fabric ASTM F1345 Standard Specification for Zinc 5% Aluminum-Mischmetal Alloy Coated

Steel Chain-Link Fence Fabric ASTM G152 Standard Practice for Operating Open Flame Carbon Arc Light Apparatus

for Exposure of Nonmetallic Materials ASTM G153 Standard Practice for Operating Enclosed Carbon Arc Light Apparatus for

Exposure of Nonmetallic Materials ASTM G154 Standard Practice for Operating Fluorescent Ultraviolet (UV) Lamp

Apparatus for Exposure of Nonmetallic Materials ASTM G155 Standard Practice for Operating Xenon Arc Light Apparatus for Exposure

of Nonmetallic Materials

American Wood Preservers Association (AWPA) AWPA U1 Use Category System: User Specification for Treated Wood

Federal Specifications (FED SPEC) FED SPEC RR-F-191/Gen Fencing, Wire, and Post Metal (and Gates, Chain-link Fence

Fabric, and Accessories) (General Specification) FED SPEC RR-F-191/4 Fencing, Wire and Post, Metal (Chain-Link Fence Accessories)

FAA Standard FAA-STD-019 Lightning and Surge Protection, Grounding, Bonding and Shielding

Requirements for Facilities and Electronic Equipment FAA Order

5300.38 AIP Handbook

END OF ITEM F-164 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\F-164.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\F-164.docx (05/2020)

AIRPORT WIND CONES L-107.1

ITEM L-107 AIRPORT WIND CONES

DESCRIPTION

107-1.1 This item shall consist of removal of existing airport wind cones; furnishing and installing an airport wind cone per these specifications and per the dimensions, design, and details shown in the plans. The work shall include the furnishing and installation of a support for mounting the wind cone, the specified interconnecting wire, and a concrete foundation. The item shall also include all cable connections, conduit and conduit fittings, the furnishing and installation of all lamps, ground rod and ground connection, the testing of the installation, and all incidentals necessary to place the wind cone in operation (as a completed unit) to the satisfaction of the RPR.

EQUIPMENT AND MATERIALS

107-2.1 General.

a. Airport lighting equipment and materials covered by advisory circulars (ACs) shall be certified in AC 150/5345-53, Airport Lighting Equipment Certification Program (ALECP) and listed in the ALECP Addendum.

b. All other equipment and materials covered by other referenced specifications shall be subject to acceptance through manufacturer’s certification of compliance with the applicable specification when requested by the RPR.

c. Manufacturer’s certifications shall not relieve the Contractor of the responsibility to provide

materials per these specifications. Materials supplied and/or installed that do not comply with these specifications shall be removed (when directed by the RPR) and replaced with materials that comply with these specifications, at the Contractor’s cost.

d. All materials and equipment used to construct this item shall be submitted to the RPR for approval

prior to ordering the equipment. Submittals consisting of marked catalog sheets or shop drawings shall be provided. Submittal data shall be presented in a clear, precise and thorough manner. Original catalog sheets are preferred. Photocopies are acceptable provided they are as good a quality as the original. Clearly and boldly mark each copy to identify products or models applicable to this project. Indicate all optional equipment and delete any non-pertinent data. Submittals for components of electrical equipment and systems shall identify the equipment to which they apply on each submittal sheet. Markings shall be made bold and clear with arrows or circles (highlighting is not acceptable). Contractor is solely responsible for delays in the project that may accrue directly or indirectly from late submissions or resubmissions of submittals.

e. The data submitted shall be sufficient, in the opinion of the RPR, to determine compliance with the

plans and specifications. The Contractor’s submittals shall be neatly bound in a properly sized 3-ring binder, in accordance with the Special Provisions, tabbed by specification section. The RPR reserves the right to reject any and all equipment, materials or procedures, that do not meet the system design and the standards and codes, specified in this document.

f. All equipment and materials furnished and installed under this section shall be guaranteed against

defects in materials and workmanship for at least twelve (12) months (LED light fixtures shall be warrantied for a minimum of 4-years) from the date of final acceptance by the Owner. The defective materials and/or equipment shall be repaired or replaced, at the Owner’s discretion, with no additional cost to the Owner.

L-107.2 AIRPORT WIND CONES

107-2.2 Wind cones. Primary wind cones shall be Type L-807, Style I-B (internally lighted), Size 2. Supplemental wind cones shall be Type L-806, Style I-B (internally lighted), Size 2. 107-2.3 Electrical wire and cable. Cable rated up to 5,000 volts in conduit shall conform to AC 150/5345-7, Specification for L-824 Underground Electrical Cable for Airport Lighting Circuits. For ratings up to 600 volts, moisture and heat resistant thermoplastic wire conforming to Commercial Item Description A-A-59544A Type THWN-2 shall be used. The wires shall be of the type, size, number of conductors, and voltage shown in the plans or in the proposal. 107-2.4 Conduit. Rigid steel conduit and fittings shall conform to the requirements of Underwriters Laboratories Standards 6, 514B, and 1242. 107-2.5 Plastic conduit (for use below grade only). Plastic conduit and fittings shall be per the following:

UL 514B covers W-C-1094 - Conduit fittings all types, Classes 1 thru 3 and 6 thru 10 UL 514C covers W-C-1094 - all types, Class 5 junction box and cover in plastic (polyvinyl chloride

(PVC)) UL 651 covers W-C-1094 - Rigid PVC Conduit, types I and II, Class 4 UL 651A covers W-C-1094 - Rigid PVC Conduit and high-density polyethylene (HDPE) Conduit

type III and Class 4

Underwriters Laboratories Standard UL-651 shall be one of the following, as shown in the plans:

a. Type I–Schedule 40 PVC suitable for underground use either direct-buried or encased in concrete. b. Type II–Schedule 40 PVC suitable for either above ground or underground use.

Plastic conduit adhesive shall be a solvent cement manufactured specifically for the purpose of gluing the type of plastic conduit and fitting. 107-2.6 Concrete. The concrete for foundations shall be proportioned, placed, and cured per Item P-610, Concrete for Miscellaneous Structures. 107-2.7 Paint.

a. Priming paint for non-galvanized metal surfaces shall be a high solids alkyd primer compatible with the manufacturer’s recommendations for the intermediate or topcoat.

b. Priming paint for galvanized metal surfaces shall be zinc dust-zinc oxide primer paint conforming to MIL-DTL-24441C/19B. Use MIL-24441 thinner per paint manufacturer’s recommendations.

c. Orange paint for the body and the finish coats on metal and wood surfaces shall consist of a ready-

mixed non-fading paint per Master Painter’s Institute (MPI) Reference #9 (gloss). The color shall be per Federal Standards 595, International Orange, Number 12197.

d. White paint for body and finish coats on metal and wood surfaces shall be ready-mixed paint

conforming to the MPI, Reference #9, Exterior Alkyd, Gloss.

e. Priming paint for wood surfaces shall be mixed on the job by thinning the above specified aviation-orange or white paint by adding 1/2 pint (0.24 liter) of raw linseed oil to each gallon (liter).



107-3.1 Installation. The hinged support or hinged pole shall be installed on a concrete foundation per the plans. 107-3.2 Support pole erection. The Contractor shall erect the pole on the foundation following the manufacturer’s requirements and erection details. The pole shall be level and secure. 107-3.3 Electrical connection. The Contractor shall furnish all labor and materials and shall make complete electrical connections per the wiring diagram furnished with the project plans. The electrical installation shall conform to the requirements of the latest edition of National Fire Protection Association, NFPA-70, National Electric Code (NEC). Underground cable and duct for cable installation shall be installed in accordance with Item L-108, Underground Power Cables for Airports, and Item L-110, Airport Underground Electrical Duct Banks and Conduits in locations as shown on the plans. 107-3.4 Booster transformer. A booster transformer, if required, shall be installed to compensate for voltage drop to the wind cone. The transformer shall be installed in a suitable weatherproof housing at the base of the tower. 107-3.5 Ground connection and ground rod. The Contractor shall furnish and install a ground rod, grounding cable, and ground clamps for grounding the “A” frame of the 12-foot (3.7-m) assembly or pipe support of the 8-foot (2.4-m) support near the base. The ground rod shall be of the type, diameter and length specified in Item L-108, Underground Power Cable for Airports. The ground rod shall be driven into the ground adjacent to the concrete foundation (minimum distance from foundation of 2 feet (60 cm)) so that the top is at least 6 inches (150 mm) below grade. The grounding cable shall consist of No. 2 American wire gauge (AWG) minimum stranded copper wire or larger and shall be firmly attached to the ground rod by exothermic welding. If an exothermic weld is not possible, connections to the grounding bus shall be made by using connectors approved for direct burial in soil or concrete per UL 467. The other end of the grounding cable shall be securely attached to a leg of the frame or to the base of the pipe support with non-corrosive metal and shall be of substantial construction. The resistance to ground shall not exceed 25 ohms. If a single rod grounding electrode has a resistance to earth of over 25 ohms, then install one supplemental rod not less than 10 feet from the first rod. If desired resistance to ground levels are still not achieved, see FAA-STD-019 for guidance on the application of coke breeze. 107-3.6 Painting. Three coats of paint shall be applied (one prime, one body, and one finish) to all exposed material installed under this item except the fabric cone, obstruction light globe, and lamp reflectors. The wind cone assembly, if already painted upon receipt, shall be given one finish coat of paint in lieu of the three coats specified above. The paint shall be per MPI Reference #9 (gloss). The color shall be per Federal Standard 595, International Orange, Number 12197. 107-3.7 Light sources. The Contractor shall furnish and install lamps per the manufacturer’s instruction book. 107-3.8 Chain and padlock. The Contractor shall furnish and install a suitable operating chain for lowering and raising the hinged top section. The chain shall be attached to the pole support in a manner to prevent the light fixture assembly from striking the ground in the lowered position. A padlock shall also be furnished by the Contractor on the 8-foot (2.4-m) wind cone for securing the hinged top section to the fixed lower section. Keys for the padlock shall be delivered to the RPR.

L-107.4 AIRPORT WIND CONES

107-3.9 Segmented circle. The segmented circle shall be constructed as shown on the Plans.


107-4.1 The quantity to be paid shall be the number of wind cones installed as completed units in place, accepted, and ready for operation. 107-4.2 The quantity to be paid shall be the number of wind cones installed as completed units in place, accepted, and ready for operation. 107-4.3 The quantity of segmented circle airport marker systems to be paid for shall be the number of systems installed as completed units in place, accepted, and ready for operation.

BASIS OF PAYMENT

107-5.1 Payment will be made at the contract unit price for each completed and accepted job. This price shall be full compensation for removal of existing airport wind cones; furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete this item. 107-5.2 Payment will be made at the contract unit price for each segmented circle airport marker system. This price shall be full compensation for removal and disposal of the existing segmented circle; furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete this item. Payment will be made under:

Item L-107-5.1 Primary Wind Cone, Type L-807, Style I-B, Size 2, and Foundation, in Place – per Each

Item L-107-5.2 Supplementary Wind Cone, Type L-806, Style I-B, Size 1, and

Foundation, in place – per Each Item L-107-5.3 Segmented Circle Marker System, in Place – per Each

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Advisory Circulars (AC)

AC 150/5340-5 Segmented Circle Airport Marker System AC 150/5340-30 Design and Installation Details for airport Visual Aids AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting

Circuits AC 150/5345-27 Specification for Wind Cone Assemblies AC 150/5345-53 Airport Lighting Equipment Certification Program

Commercial Item Description A-A-59544 Cable and Wire, Electrical (Power, Fixed Installation)


Federal Standard (FED STD) FED STD 595 Colors Used in Government Procurement

Master Painter’s Institute (MPI) MPI Reference #9 Alkyd, Exterior, Gloss (MPI Gloss Level 6)

Mil Standard MIL-DTL-24441C/19B Paint, Epoxy-Polyamide, Zinc Primer, Formula 159, Type III

Underwriters Laboratories (UL) UL Standard 6 Electrical Rigid Metal Conduit – Steel UL Standard 514B Conduit, Tubing, and Cable Fittings UL Standard 514C Nonmetallic Outlet Boxes, Flush-Device Boxes, and Covers UL Standard 651 Schedule 40, 80, Type EB and A Rigid PVC Conduit and Fittings UL Standard 651A Type EB and A Rigid PVC Conduit and HDPE Conduit UL Standard 1242 Electrical Intermediate Metal Conduit – Steel

National Fire Protection Association (NFPA) NFPA-70 National Electric Code (NEC)

END OF ITEM L-107 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\L-107.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\L-107.docx (05/2020)

UNDERGROUND POWER CABLES FOR AIRPORTS L-108.1

ITEM L-108 UNDERGROUND POWER CABLE FOR AIRPORTS

DESCRIPTION

108-1.1 This item shall consist of furnishing and installing power cables that are direct buried and furnishing and/or installing power cables within conduit or duct banks per these specifications at the locations shown on the plans. It includes excavation and backfill of trench for direct-buried cables only. Also included are the installation of counterpoise wires, ground wires, ground rods and connections, cable splicing, cable marking, cable testing, and all incidentals necessary to place the cable in operating condition as a completed unit to the satisfaction of the RPR. This item shall not include the installation of duct banks or conduit, trenching and backfilling for duct banks or conduit, or furnishing or installation of cable for FAA owned/operated facilities.


108-2.1 General.

a. Airport lighting equipment and materials covered by advisory circulars (AC) shall be approved under the Airport Lighting Equipment Certification Program per AC 150/5345-53, current version.

b. All other equipment and materials covered by other referenced specifications shall be subject to acceptance through manufacturer’s certification of compliance with the applicable specification, when requested by the RPR.


materials per these specifications. Materials supplied and/or installed that do not comply with these specifications shall be removed (when directed by the RPR) and replaced with materials that comply with these specifications at the Contractor’s cost.


prior to ordering the equipment. Submittals consisting of marked catalog sheets or shop drawings shall be provided. Submittal data shall be presented in a clear, precise and thorough manner. Original catalog sheets are preferred. Photocopies are acceptable provided they are as good a quality as the original. Clearly and boldly mark each copy to identify products or models applicable to this project. Indicate all optional equipment and delete any non-pertinent data. Submittals for components of electrical equipment and systems shall identify the equipment to which they apply on each submittal sheet. Markings shall be made bold and clear with arrows or circles (highlighting is not acceptable). The Contractor is solely responsible for delays in the project that may accrue directly or indirectly from late submissions or resubmissions of submittals.


plans and specifications. The Contractor’s submittals shall be neatly bound in a properly sized 3-ring binder, in accordance with the Special Provisions, tabbed by specification section. The RPR reserves the right to reject any and all equipment, materials, or procedures that do not meet the system design and the standards and codes, specified in this document.


defects in materials and workmanship for at least twelve (12) months from the date of final acceptance by the Owner. The defective materials and/or equipment shall be repaired or replaced, at the Owner’s discretion, with no additional cost to the Owner. The Contractor shall maintain a minimum insulation resistance in accordance with paragraph 108-3.10e with isolation transformers connected in new circuits and new segments of existing circuits through the end of the contract warranty period when tested in

L-108.2 UNDERGROUND POWER CABLES FOR AIRPORTS

accordance with AC 150/5340-26, Maintenance Airport Visual Aid Facilities, paragraph 5.1.3.1, Insulation Resistance Test. 108-2.2 Cable. Underground cable for airfield lighting facilities (runway and taxiway lights and signs) shall conform to the requirements of AC 150/5345-7, Specification for L-824 Underground Electrical Cable for Airport Lighting Circuits latest edition. Conductors for use on 6.6 ampere primary airfield lighting series circuits shall be single conductor, seven strand, #8 American wire gauge (AWG), L-824 Type C, 5,000 volts, non-shielded, with cross-linked polyethylene insulation. Conductors for use on 20 ampere primary airfield lighting series circuits shall be single conductor, seven strand, #6 AWG, L-824 Type C, 5,000 volts, non-shielded, with cross-linked polyethylene insulation. L-824 conductors for use on the L-830 secondary of airfield lighting series circuits shall be sized in accordance with the manufacturer’s recommendations. All other conductors shall comply with FAA and National Electric Code (NEC) requirements. Conductor sizes noted above shall not apply to leads furnished by manufacturers on airfield lighting transformers and fixtures. Wire for electrical circuits up to 600 volts shall comply with Specification L-824 and/or Commercial Item Description A-A-59544A and shall be type THWN-2, 75°C for installation in conduit and RHW-2, 75°C for direct burial installations. Conductors for parallel (voltage) circuits shall be type and size and installed in accordance with NFPA-70, National Electrical Code. Unless noted otherwise, all 600-volt and less non-airfield lighting conductor sizes are based on a 75°C, THWN-2, 600-volt insulation, copper conductors, not more than three single insulated conductors, in raceway, in free air. The conduit/duct sizes are based on the use of THWN-2, 600-volt insulated conductors. The Contractor shall make the necessary increase in conduit/duct sizes for other types of wire insulation. In no case shall the conduit/duct size be reduced. The minimum power circuit wire size shall be #12 AWG. Conductor sizes may have been adjusted due to voltage drop or other engineering considerations. Equipment provided by the Contractor shall be capable of accepting the quantity and sizes of conductors shown in the Contract Documents. All conductors, pigtails, cable step-down adapters, cable step-up adapters, terminal blocks and splicing materials necessary to complete the cable termination/splice shall be considered incidental to the respective pay items provided. Cable type, size, number of conductors, strand and service voltage shall be as specified in the Contract Document. 108-2.3 Bare copper wire (counterpoise, bare copper wire ground and ground rods). Wire for counterpoise or ground installations for airfield lighting systems shall be No. 6 AWG bare solid copper wire for counterpoise and/or No. 6 AWG insulated stranded for grounding bond wire per ASTM B3 and ASTM B8, and shall be bare copper wire or tinned copper wire per ASTM B33. For voltage powered circuits, the equipment grounding conductor shall comply with NEC Article 250. Ground rods shall be solid stainless steel, copper, or copper-clad. The ground rods shall be of the length and diameter specified on the plans, but in no case be less than 8 feet (2.4 m) long and 5/8 inch (16 mm) in diameter. 108-2.4 Cable connections. In-line connections or splices of underground primary cables shall be of the type called for on the plans and shall be one of the types listed below. No separate payment will be made for cable connections.

a. The cast splice. A cast splice, employing a plastic mold and using epoxy resin equivalent to that manufactured by 3MTM Company, “Scotchcast” Kit No. 82-B, or an approved equivalent, used for potting the splice is acceptable.


b. The field-attached plug-in splice. Field attached plug-in splices shall be installed as shown on the plans. The Contractor shall determine the outside diameter of the cable to be spliced and furnish appropriately sized connector kits and/or adapters. Tape or heat shrink tubing with integral sealant shall be in accordance with the manufacturer’s requirements. Primary Connector Kits manufactured by Amerace, "Super Kit", Integro "Complete Kit", or approved equal is acceptable.

c. The factory-molded plug-in splice. Specification for L-823 Connectors, Factory-Molded to

Individual Conductors, is acceptable.

d. The taped or heat-shrink splice. Taped splices employing field-applied rubber, or synthetic rubber tape covered with plastic tape is acceptable. The rubber tape should meet the requirements of ASTM D4388 and the plastic tape should comply with Military Specification MIL-I-24391 or Commercial Item Description A-A-55809. Heat shrinkable tubing shall be heavy-wall, self-sealing tubing rated for the voltage of the wire being spliced and suitable for direct-buried installations. The tubing shall be factory coated with a thermoplastic adhesive-sealant that will adhere to the insulation of the wire being spliced forming a moisture- and dirt-proof seal. Additionally, heat shrinkable tubing for multi-conductor cables, shielded cables, and armored cables shall be factory kits that are designed for the application. Heat shrinkable tubing and tubing kits shall be manufactured by Tyco Electronics/ Raychem Corporation, Energy Division, or approved equivalent.

In all the above cases, connections of cable conductors shall be made using crimp connectors using a crimping tool designed to make a complete crimp before the tool can be removed. All L-823/L-824 splices and terminations shall be made per the manufacturer’s recommendations and listings. All connections of counterpoise, grounding conductors and ground rods shall be made by the exothermic process or approved equivalent, except that a light base ground clamp connector shall be used for attachment to the light base. All exothermic connections shall be made per the manufacturer’s recommendations and listings. 108-2.5 Splicer qualifications. Every airfield lighting cable splicer shall be qualified in making airport cable splices and terminations on cables rated at or above 5,000 volts AC. The Contractor shall submit to the RPR proof of the qualifications of each proposed cable splicer for the airport cable type and voltage level to be worked on. Cable splicing/terminating personnel shall have a minimum of three (3) years continuous experience in terminating/splicing medium voltage cable. 108-2.6 Concrete. Concrete shall be proportioned, placed, and cured per Item P-610, Concrete for Miscellaneous Structures. 108-2.7 Flowable backfill. Flowable material used to backfill trenches for power cable trenches shall conform to the requirements of Item P-153, Controlled Low Strength Material. 108-2.8 Cable identification tags. Cable identification tags shall be made from a non-corrosive material with the circuit identification stamped or etched onto the tag. The tags shall be of the type as detailed on the plans. 108-2.9 Tape. Electrical tapes shall be ScotchTM Electrical Tapes –ScotchTM 88 (1-1/2 inch (38 mm) wide) and ScotchTM 130C® linerless rubber splicing tape (2-inch (50 mm) wide), as manufactured by the Minnesota Mining and Manufacturing Company (3MTM), or an approved equivalent. 108-2.10 Electrical coating. Electrical coating shall be Scotchkote™ as manufactured by 3MTM, or an approved equivalent.


108-2.11 Existing circuits. Whenever the scope of work requires connection to an existing circuit, the existing circuit’s insulation resistance shall be tested, in the presence of the RPR. The test shall be performed per this item and prior to any activity that will affect the respective circuit. The Contractor shall record the results on forms acceptable to the RPR. When the work affecting the circuit is complete, the circuit’s insulation resistance shall be checked again, in the presence of the RPR. The Contractor shall record the results on forms acceptable to the RPR. The second reading shall be equal to or greater than the first reading or the Contractor shall make the necessary repairs to the existing circuit to bring the second reading above the first reading. All repair costs including a complete replacement of the L-823 connectors, L-830 transformers and L-824 cable, if necessary, shall be borne by the Contractor. All test results shall be submitted in the Operation and Maintenance (O&M) Manual. See also, FAA AC 150/5340-26 for safety practices for measuring insulation resistance. 108-2.12 Detectable warning tape. Plastic, detectable, American Public Works Association (APWA) Red (electrical power lines, cables, conduit and lighting cable) with continuous legend tape shall be polyethylene film with a metalized foil core and shall be 3-6 inches (75-150 mm) wide. Detectable tape is incidental to the respective bid item. Detectable warning tape for communication cables shall be orange. Detectable warning tape color code shall comply with the APWA Uniform Color Code.


108-3.1 General. The Contractor shall install the specified cable at the approximate locations indicated on the plans. Unless otherwise shown on the plans, all cable required to cross under pavements expected to carry aircraft loads shall be installed in concrete encased duct banks. Cable shall be run without splices, from fixture to fixture. Cable connections between lights will be permitted only at the light locations for connecting the underground cable to the primary leads of the individual isolation transformers. The Contractor shall be responsible for providing cable in continuous lengths for home runs or other long cable runs without connections unless otherwise authorized in writing by the RPR or shown on the plans. In addition to connectors being installed at individual isolation transformers, L-823 cable connectors for maintenance and test points shall be installed at locations shown on the plans. Cable circuit identification markers shall be installed on both sides of the L-823 connectors installed and on both sides of slack loops where a future connector would be installed. Provide not less than 3 feet (1 m) of cable slack on each side of all connections, isolation transformers, light units, and at points where cable is connected to field equipment. Where provisions must be made for testing or for future above grade connections, provide enough slack to allow the cable to be extended at least one foot (30 cm) vertically above the top of the access structure. This requirement also applies where primary cable passes through empty light bases, junction boxes, and access structures to allow for future connections, or as designated by the RPR. Primary airfield lighting cables installed shall have cable circuit identification markers attached on both sides of each L-823 connector and on each airport lighting cable entering or leaving cable access points, such as manholes, hand holes, pull boxes, junction boxes, etc. Markers shall be of sufficient length for imprinting the cable circuit identification legend on one line, using letters not less than 1/4 inch (6 mm) in size. The cable circuit identification shall match the circuits noted on the construction plans. 108-3.2 Installation in duct banks or conduits. This item includes the installation of the cable in duct banks or conduit per the following paragraphs. The maximum number and voltage ratings of cables installed in each single duct or conduit, and the current-carrying capacity of each cable shall be per the latest version of the National Electric Code, or the code of the local agency or authority having jurisdiction.


The Contractor shall make no connections or splices of any kind in cables installed in conduits or duct banks. Unless otherwise designated in the plans, where ducts are in tiers, use the lowest ducts to receive the cable first, with spare ducts left in the upper levels. Check duct routes prior to construction to obtain assurance that the shortest routes are selected and that any potential interference is avoided. Duct banks or conduits shall be installed as a separate item per Item L-110, Airport Underground Electrical Duct Banks and Conduit. The Contractor shall run a mandrel through duct banks or conduit prior to installation of cable to ensure that the duct bank or conduit is open, continuous and clear of debris. The mandrel size shall be compatible with the conduit size. The Contractor shall swab out all conduits/ducts and clean light bases, manholes, etc., interiors immediately prior to pulling cable. Once cleaned and swabbed, the light bases and all accessible points of entry to the duct/conduit system shall be kept closed except when installing cables. Cleaning of ducts, light bases, manholes, etc., is incidental to the pay item of the item being cleaned. All raceway systems left open, after initial cleaning, for any reason shall be re-cleaned at the Contractor’s expense. The Contractor shall verify existing ducts proposed for use in this project as clear and open. The Contractor shall notify the RPR of any blockage in the existing ducts. The cable shall be installed in a manner that prevents harmful stretching of the conductor, damage to the insulation, or damage to the outer protective covering. The ends of all cables shall be sealed with moisture-seal tape providing moisture-tight mechanical protection with minimum bulk, or alternately, heat shrinkable tubing before pulling into the conduit and it shall be left sealed until connections are made. Where more than one cable is to be installed in a conduit, all cable shall be pulled in the conduit at the same time. The pulling of a cable through duct banks or conduits may be accomplished by hand winch or power winch with the use of cable grips or pulling eyes. Maximum pulling tensions shall not exceed the cable manufacturer’s recommendations. A non-hardening cable-pulling lubricant recommended for the type of cable being installed shall be used where required. The Contractor shall submit the recommended pulling tension values to the RPR prior to any cable installation. If required by the RPR, pulling tension values for cable pulls shall be monitored by a dynamometer in the presence of the RPR. Cable pull tensions shall be recorded by the Contractor and reviewed by the RPR. Cables exceeding the maximum allowable pulling tension values shall be removed and replaced by the Contractor at the Contractor’s expense. The manufacturer’s minimum bend radius or NEC requirements (whichever is more restrictive) shall apply. Cable installation, handling and storage shall be per manufacturer’s recommendations. During cold weather, particular attention shall be paid to the manufacturer’s minimum installation temperature. Cable shall not be installed when the temperature is at or below the manufacturer’s minimum installation temperature. At the Contractor’s option, the Contractor may submit a plan, for review by the RPR, for heated storage of the cable and maintenance of an acceptable cable temperature during installation when temperatures are below the manufacturer’s minimum cable installation temperature. Cable shall not be dragged across base can or manhole edges, pavement or earth. When cable must be coiled, lay cable out on a canvas tarp or use other appropriate means to prevent abrasion to the cable jacket. 108-3.3 Installation of direct-buried cable in trenches. Unless otherwise specified, the Contractor shall not use a cable plow for installing the cable. Cable shall be unreeled uniformly in place alongside or in the trench and shall be carefully placed along the bottom of the trench. The cable shall not be unreeled and pulled into the trench from one end. Slack cable sufficient to provide strain relief shall be placed in the trench in a series of S curves. Sharp bends or kinks in the cable shall not be permitted.


Where cables must cross over each other, a minimum of 3 inches (75 mm) vertical displacement shall be provided with the topmost cable depth at or below the minimum required depth below finished grade.

a. Trenching. Where turf is well established, and the sod can be removed, it shall be carefully stripped and properly stored. Trenches for cables may be excavated manually or with mechanical trenching equipment. Walls of trenches shall be essentially vertical so that a minimum of surface is disturbed. Graders shall not be used to excavate the trench with their blades. The bottom surface of trenches shall be essentially smooth and free from coarse aggregate. Unless otherwise specified, cable trenches shall be excavated to a minimum depth of 18 inches (0.5 m) below finished grade per NEC Table 300.5, except as follows:

When off the airport or crossing under a roadway or driveway, the minimum depth shall be 36 inches (91 cm) unless otherwise specified.

Minimum cable depth when crossing under a railroad track, shall be 42 inches (1 m) unless otherwise specified.

The Contractor shall excavate all cable trenches to a width not less than 6 inches (150 mm). Unless otherwise specified on the plans, all cables in the same location and running in the same general direction shall be installed in the same trench. When rock is encountered, the rock shall be removed to a depth of at least 3 inches (75 mm) below the required cable depth and it shall be replaced with bedding material of earth or sand containing no mineral aggregate particles that would be retained on a 1/4-inch (6.3 mm) sieve. Flowable backfill material may alternatively be used. Duct bank or conduit markers temporarily removed for trench excavations shall be replaced as required. It is the Contractor’s responsibility to locate existing utilities within the work area prior to excavation. Where existing active cables cross proposed installations, the Contractor shall ensure that these cables are adequately protected. Where crossings are unavoidable, no splices will be allowed in the existing cables, except as specified on the plans. Installation of new cable where such crossings must occur shall proceed as follows:

(1) Existing cables shall be located manually. Unearthed cables shall be inspected to assure

absolutely no damage has occurred.

(2) Trenching, etc., in cable areas shall then proceed, with approval of the RPR, with care taken to minimize possible damage or disruption of existing cable, including careful backfilling in area of cable.

In the event that any previously identified cable is damaged during the course of construction, the Contractor shall be responsible for the complete repair or replacement.

b. Backfilling. After the cable has been installed, the trench shall be backfilled. The first layer of

backfill in the trench shall encompass all cables; be 3 inches (75 mm) deep, loose measurement; and shall be either earth or sand containing no mineral aggregate particles that would be retained on a 1/4-inch (6.3 mm) sieve. This layer shall not be compacted. The second layer shall be 5 inches (125 mm) deep, loose measurement, and shall contain no particles that would be retained on a one-inch (25.0 mm) sieve. The remaining third and subsequent layers of backfill shall not exceed 8 inches (20 cm) of loose measurement and be excavated or imported material and shall not contain stone or aggregate larger than 4 inches (100 mm) maximum diameter.


The second and subsequent layers shall be thoroughly tamped and compacted to at least the density of the adjacent material. If the cable is to be installed in locations or areas where other compaction requirements are specified (under pavements, embankments, etc.) the backfill compaction shall be completed in accordance with Item P-152. Trenches shall not contain pools of water during backfilling operations. The trench shall be completely backfilled and tamped level with the adjacent surface, except that when turf is to be established over the trench, the backfilling shall be stopped at an appropriate depth consistent with the type of turfing operation to be accommodated. A proper allowance for settlement shall also be provided. Any excess excavated material shall be removed and disposed of per the plans and specifications. Underground electrical warning (caution) tape shall be installed in the trench above all direct-buried cable. Contractor shall submit a sample of the proposed warning tape for acceptance by the RPR. If not shown on the plans, the warning tape shall be located 6 inches (150 mm) above the direct-buried cable or the counterpoise wire if present. A 3-6 inch (75 - 150 mm) wide polyethylene film detectable tape, with a metalized foil core, shall be installed above all direct buried cable or counterpoise. The tape shall be of the color and have a continuous legend as indicated on the plans. The tape shall be installed 8 inches (200 mm) minimum below finished grade.

c. Restoration. Following restoration of all trenching near airport movement surfaces, the Contractor

shall visually inspect the area for foreign object debris (FOD) and remove any that is found. Where soil and sod has been removed, it shall be replaced as soon as possible after the backfilling is completed. All areas disturbed by work shall be restored to its original condition. The restoration shall include all specified topsoiling, fertilizing, seeding, and mulching as shown on the plans. The Contractor shall be held responsible for maintaining all disturbed surfaces and replacements until final acceptance. When trenching is through paved areas, restoration shall be equal to existing conditions. If the cable is to be installed in locations or areas where other compaction requirements are specified (under pavements, embankments, etc.) the backfill compaction shall be completed in accordance with Item P-152. Restoration shall be considered incidental to the pay item of which it is a component part.

108-3.4 Cable markers for direct-buried cable. The location of direct buried circuits shall be marked by a concrete slab marker, 2 feet (60 cm) square and 4-6 inch (10 - 15 cm) thick, extending approximately one inch (25 mm) above the surface. Each cable run from a line of lights and signs to the equipment vault shall be marked at approximately every 200 feet (61 m) along the cable run, with an additional marker at each change of direction of cable run. All other direct-buried cable shall be marked in the same manner. Cable markers shall be installed directly above the cable. The Contractor shall impress the word “CABLE” and directional arrows on each cable marking slab. The letters shall be approximately 4 inches (100 mm) high and 3 inches (75 mm) wide, with width of stroke 1/2 inch (12 mm) and 1/4 inch (6 mm) deep. Stencils shall be used for cable marker lettering; no hand lettering shall be permitted. At the location of each underground cable connection/splice, except at lighting units, or isolation transformers, a concrete marker slab shall be installed to mark the location of the connection/splice. The Contractor shall impress the word “SPLICE” on each slab. The Contractor also shall impress additional circuit identification symbols on each slab as directed by the RPR. All cable markers and splice markers shall be painted international orange. Paint shall be specifically manufactured for uncured exterior concrete. After placement, all cable or splice markers shall be given one coat of high-visibility aviation orange paint as approved by the RPR. Furnishing and installation of cable markers is incidental to the respective cable pay item.


108-3.5 Splicing. Connections of the type shown on the plans shall be made by experienced personnel regularly engaged in this type of work and shall be made as follows:

a. Cast splices. These shall be made by using crimp connectors for jointing conductors. Molds shall be assembled, and the compound shall be mixed and poured per the manufacturer’s instructions and to the satisfaction of the RPR.

b. Field-attached plug-in splices. These shall be assembled per the manufacturer’s instructions. These splices shall be made by plugging directly into mating connectors. The joint where the connectors come together shall be finished by one of the following methods: (1) wrapped with at least one layer of rubber or synthetic rubber tape and one layer of plastic tape, one-half lapped, extending at least 1-1/2 inches (38 mm) on each side of the joint (2) Covered with heat shrinkable tubing with integral sealant extending at least 1-1/2 inches (38 mm) on each side of the joint or (3) On connector kits equipped with water seal flap; roll-over water seal flap to sealing position on mating connector.

c. Factory-molded plug-in splices. These shall be made by plugging directly into mating connectors.

The joint where the connectors come together shall be finished by one of the following methods: (1) Wrapped with at least one layer of rubber or synthetic rubber tape and one layer of plastic tape, one-half lapped, extending at least 1-1/2 inches (38 mm) on each side of the joint. (2) Covered with heat shrinkable tubing with integral sealant extending at least 1-1/2 inches (38 mm) on each side of the joint. or (3) On connector kits so equipped with water seal flap; roll-over water seal flap to sealing position on mating connector.

d. Taped or heat-shrink splices. A taped splice shall be made in the following manner:

Bring the cables to their final position and cut so that the conductors will butt. Remove insulation and jacket allowing for bare conductor of proper length to fit compression sleeve connector with 1/4 inch (6 mm) of bare conductor on each side of the connector. Prior to splicing, the two ends of the cable insulation shall be penciled using a tool designed specifically for this purpose and for cable size and type. Do not use emery paper on splicing operation since it contains metallic particles. The copper conductors shall be thoroughly cleaned. Join the conductors by inserting them equidistant into the compression connection sleeve. Crimp conductors firmly in place with crimping tool that requires a complete crimp before tool can be removed. Test the crimped connection by pulling on the cable. Scrape the insulation to assure that the entire surface over which the tape will be applied (plus 3 inches (75 mm) on each end) is clean. After scraping, wipe the entire area with a clean lint-free cloth. Do not use solvents. Apply high-voltage rubber tape one-half lapped over bare conductor. This tape should be tensioned as recommended by the manufacturer. Voids in the connector area may be eliminated by highly elongating the tape, stretching it just short of its breaking point. The manufacturer's recommendation for stretching tape during splicing shall be followed. Always attempt to exactly half-lap to produce a uniform buildup. Continue buildup to 1-1/2 times cable diameter over the body of the splice with ends tapered a distance of approximately one inch (25 mm) over the original jacket. Cover rubber tape with two layers of vinyl pressure-sensitive tape one-half lapped. Do not use glyptol or lacquer over vinyl tape as they react as solvents to the tape. No further cable covering or splice boxes are required. Heat shrinkable tubing shall be installed following manufacturer’s instructions. Direct flame heating shall not be permitted unless recommended by the manufacturer. Cable surfaces within the limits of the heat-shrink application shall be clean and free of contaminates prior to application.


e. Assembly. Surfaces of equipment or conductors being terminated or connected shall be prepared in accordance with industry standard practice and manufacturer’s recommendations. All surfaces to be connected shall be thoroughly cleaned to remove all dirt, grease, oxides, nonconductive films, or other foreign material. Paints and other nonconductive coatings shall be removed to expose base metal. Clean all surfaces at least 1/4 inch (6.4 mm) beyond all sides of the larger bonded area on all mating surfaces. Use a joint compound suitable for the materials used in the connection. Repair painted/coated surface to original condition after completing the connection.

108-3.6 Bare counterpoise wire installation for lightning protection and grounding. If shown on the plans or included in the job specifications, bare solid #6 AWG copper counterpoise wire shall be installed for lightning protection of the underground cables. The RPR shall select one of two methods of lightning protection for the airfield lighting circuit based upon sound engineering practice and lightning strike density.

a. Equipotential – may be used by the RPR for areas that have high rates of lightning strikes. The counterpoise size is determined by the RPR. The equipotential method is applicable to all airfield lighting systems; i.e. runway, taxiway, apron – touchdown zone, centerline, edge, threshold and approach lighting systems. The equipotential method is also successfully applied to provide lightning protection for power, signal and communication systems. The light bases, counterpoise, etc. – all components – are bonded together and bonded to the vault power system ground loop/electrode. Counterpoise wire shall be installed in the same trench for the entire length of buried cable, conduits and duct banks that are installed to contain airfield cables. The counterpoise is centered over the cable/conduit/duct to be protected. The counterpoise conductor shall be installed no less than 8 inches (200 mm) minimum or 12 inches (300 mm) maximum above the raceway or cable to be protected, except as permitted below:

(1) The minimum counterpoise conductor height above the raceway or cable to be protected shall

be permitted to be adjusted subject to coordination with the airfield lighting and pavement designs.

(2) The counterpoise conductor height above the protected raceway(s) or cable(s) shall be calculated to ensure that the raceway or cable is within a 45-degree area of protection, (45 degrees on each side of vertical creating a 90-degree angle).

The counterpoise conductor shall be bonded to each metallic light base, mounting stake, and metallic airfield lighting component. All metallic airfield lighting components in the field circuit on the output side of the constant current regulator (CCR) or other power source shall be bonded to the airfield lighting counterpoise system. All components rise and fall at the same potential; with no potential difference, no damaging arcing and no damaging current flow. See AC 150/5340-30, Design and Installation Details for Airport Visual Aids and NFPA 780, Standard for the Installation of Lightning Protection Systems, Chapter 11, for a detailed description of the Equipotential Method of lightning protection.


Reference FAA STD-019E, Lightning and Surge Protection, Grounding Bonding and Shielding Requirements for Facilities and Electronic Equipment, Part 4.1.1.7.

b. Isolation – used in areas where lightning strikes are not common. Counterpoise size is selected by

the RPR. The isolation method is an alternate method for use only with edge lights installed in turf and stabilized soils and raceways installed parallel to and adjacent to the edge of the pavement. NFPA 780 uses 15 feet to define “adjacent to”. The counterpoise conductor shall be installed halfway between the pavement edge and the light base, mounting stake, raceway, or cable being protected. The counterpoise conductor shall be installed 8 inches (203 mm) minimum below grade. The counterpoise is not connected to the light base or mounting stake. An additional grounding electrode is required at each light base or mounting stake. The grounding electrode is bonded to the light base or mounting stake with a 6 AWG solid copper conductor. See AC 150/5340-30, Design and Installation Details for Airport Visual Aids and NFPA 780, Standard for the Installation of Lightning Protection Systems, Chapter 11, for a detailed description of the Isolation Method of lightning protection.

c. Common Installation requirements. When a metallic light base is used, the grounding electrode

shall be bonded to the metallic light base or mounting stake with a No. 6 AWG bare, annealed or soft drawn, solid copper conductor.

When a nonmetallic light base is used, the grounding electrode shall be bonded to the metallic light fixture or metallic base plate with a No. 6 AWG bare, annealed or soft drawn, solid copper conductor. Grounding electrodes may be rods, ground dissipation plates, radials, or other electrodes listed in the NFPA 70 (NEC) or NFPA 780. Where raceway is installed by the directional bore, jack and bore, or other drilling method, the counterpoise conductor shall be permitted to be installed concurrently with the directional bore, jack and bore, or other drilling method raceway, external to the raceway or sleeve. The counterpoise wire shall also be exothermically welded to ground rods installed as shown on the plans but not more than 500 feet (150 m) apart around the entire circuit. The counterpoise system shall be continuous and terminate at the transformer vault or at the power source. It shall be securely attached to the vault or equipment external ground ring or other made electrode-grounding system. The connections shall be made as shown on the plans and in the specifications. Where an existing airfield lighting system is being extended or modified, the new counterpoise conductors shall be interconnected to existing counterpoise conductors at each intersection of the new and existing airfield lighting counterpoise systems.

d. Parallel Voltage Systems. Provide grounding and bonding in accordance with NFPA 70, National

Electrical Code.

108-3.7 Counterpoise installation above multiple conduits and duct banks. Counterpoise wires shall be installed above multiple conduits/duct banks for airfield lighting cables, with the intent being to provide a complete area of protection over the airfield lighting cables. When multiple conduits and/or duct banks for airfield cable are installed in the same trench, the number and location of counterpoise wires above the


conduits shall be adequate to provide a complete area of protection measured 45 degrees each side of vertical. Where duct banks pass under pavement to be constructed in the project, the counterpoise shall be placed above the duct bank. Reference details on the construction plans. 108-3.8 Counterpoise installation at existing duct banks. When airfield lighting cables are indicated on the plans to be routed through existing duct banks, the new counterpoise wiring shall be terminated at ground rods at each end of the existing duct bank where the cables being protected enter and exit the duct bank. The new counterpoise conductor shall be bonded to the existing counterpoise system. 108-3.9 Exothermic bonding. Bonding of counterpoise wire shall be by the exothermic welding process or equivalent method accepted by the RPR. Only personnel experienced in and regularly engaged in this type of work shall make these connections. Contractor shall demonstrate to the satisfaction of the RPR, the welding kits, materials and procedures to be used for welded connections prior to any installations in the field. The installations shall comply with the manufacturer’s recommendations and the following:

a. All slag shall be removed from welds.

b. Using an exothermic weld to bond the counterpoise to a lug on a galvanized light base is not recommended unless the base has been specially modified. Consult the manufacturer’s installation directions for proper methods of bonding copper wire to the light base. See AC 150/5340-30 for galvanized light base exception.

c. If called for in the plans, all buried copper and weld material at weld connections shall be

thoroughly coated with 6 mm of 3MTM ScotchkoteTM, or approved equivalent, or coated with coal tar Bitumastic® material to prevent surface exposure to corrosive soil or moisture.

108-3.10 Testing. The Contractor shall furnish all necessary equipment and appliances for testing the airport electrical systems and underground cable circuits before and after installation. The Contractor shall perform all tests in the presence of the RPR. The Contractor shall demonstrate the electrical characteristics to the satisfaction of the RPR. All costs for testing are incidental to the respective item being tested. For phased projects, the tests must be completed by phase. The Contractor must maintain the test results throughout the entire project as well as during the warranty period that meet the following:

a. Earth resistance testing methods shall be submitted to the RPR for approval. Earth resistance testing results shall be recorded on an approved form and testing shall be performed in the presence of the RPR. All such testing shall be at the sole expense of the Contractor.

b. Should the counterpoise or ground grid conductors be damaged or suspected of being damaged by construction activities the Contractor shall test the conductors for continuity with a low resistance ohmmeter. The conductors shall be isolated such that no parallel path exists and tested for continuity. The RPR shall approve of the test method selected. All such testing shall be at the sole expense of the Contractor.

After installation, the Contractor shall test and demonstrate to the satisfaction of the RPR the following: c. That all affected lighting power and control circuits (existing and new) are continuous and free

from short circuits.


d. That all affected circuits (existing and new) are free from unspecified grounds.

e. That the insulation resistance to ground of all new non-grounded high voltage series circuits or cable segments is not less than 100 megohms. Verify continuity of all series airfield lighting circuits prior to energization.

f. That the insulation resistance to ground of all new non-grounded conductors of new multiple

circuits or circuit segments is not less than 100 megohms.

g. That all affected circuits (existing and new) are properly connected per applicable wiring diagrams.

h. That all affected circuits (existing and new) are operable. Tests shall be conducted that include operating each control not less than 10 times and the continuous operation of each lighting and power circuit for not less than 1/2 hour.

i. That the impedance to ground of each ground rod does not exceed 25 ohms prior to establishing

connections to other ground electrodes. The fall-of-potential ground impedance test shall be used, as described by American National Standards Institute/Institute of Electrical and Electronic Engineers (ANSI/IEEE) Standard 81, to verify this requirement. As an alternate, clamp-on style ground impedance test meters may be used to satisfy the impedance testing requirement. Test equipment and its calibration sheets shall be submitted for review and approval by the RPR prior to performing the testing.

Two copies of tabulated results of all cable tests performed shall be supplied by the Contractor to the RPR. Where connecting new cable to existing cable, insulation resistance tests shall be performed on the new cable prior to connection to the existing circuit. There are no approved “repair” procedures for items that have failed testing other than complete replacement.


108-4.1 The cost of all excavation, backfill, dewatering and restoration regardless of the type of material encountered shall be included in the unit price bid for the work 108-4.2 Cable or counterpoise wire installed in trench, duct bank or conduit shall be measured by the number of linear feet (meters) installed and grounding connectors, and trench marking tape ready for operation, and accepted as satisfactory. Separate measurement shall be made for each cable or counterpoise wire installed in trench, duct bank or conduit. The measurement for this item shall include additional quantities required for slack. 108-4.3 No separate payment will be made for ground rods.

BASIS OF PAYMENT

108-5.1 Payment will be made at the contract unit price for trenching, cable and bare counterpoise wire installed in trench (direct-buried), or cable and equipment ground installed in duct bank or conduit, in place by the Contractor and accepted by the RPR. This price shall be full compensation for furnishing all materials and for all preparation and installation of these materials, and for all labor, equipment, tools, and incidentals, including ground rods and ground connectors and trench marking tape, necessary to complete this item.


Payment will be made under: Item L-108-5.1 No. 8 AWG, 5 kV, L-824, Type C Cable, Specified Color, Installed in

Trench, Duct Bank or Conduit – per liner foot (meter) Item L-108-5.2 No. 6 AWG, Solid, Bare Copper Counterpoise Wire, Installed in Trench

and / or Above the Duct Bank or Conduit, Including Connections/Terminations – per linear foot (meter)

Item L-108-5.3 No. 6 AWG, Bare or Insulated, Stranded Equipment Ground, Installed in

Duct Bank or Conduit – per linear foot (meter)

REFERENCES


AC 150/5340-26 Maintenance of Airport Visual Aid Facilities AC 150/5340-30 Design and Installation Details for Airport Visual Aids AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting

Circuits AC 150/5345-26 Specification for L-823 Plug and Receptacle, Cable Connectors AC 150/5345-53 Airport Lighting Equipment Certification Program

Commercial Item Description A-A-59544A Cable and Wire, Electrical (Power, Fixed Installation) A-A-55809 Insulation Tape, Electrical, Pressure-Sensitive Adhesive, Plastic

ASTM International (ASTM) ASTM B3 Standard Specification for Soft or Annealed Copper Wire ASTM B8 Standard Specification for Concentric-Lay-Stranded Copper Conductors,

Hard, Medium-Hard, or Soft ASTM B33 Standard Specification for Tin-Coated Soft or Annealed Copper Wire for

Electrical Purposes ASTM D4388 Standard Specification for Nonmetallic Semi-Conducting and Electrically

Insulating Rubber Tapes

Mil Spec MIL-PRF-23586F Performance Specification: Sealing Compound (with Accelerator),

Silicone Rubber, Electrical MIL-I-24391 Insulation Tape, Electrical, Plastic, Pressure Sensitive

National Fire Protection Association (NFPA) NFPA-70 National Electrical Code (NEC) NFPA-780 Standard for the Installation of Lightning Protection Systems

American National Standards Institute (ANSI)/Institute of Electrical and Electronics Engineers (IEEE) ANSI/IEEE STD 81 IEEE Guide for Measuring Earth Resistivity, Ground Impedance, and

Earth Surface Potentials of a Ground System


Federal Aviation Administration Standard FAA STD-019E Lightning and Surge Protection, Grounding Bonding and Shielding

Requirements for Facilities and Electronic Equipment


AIRPORT TRANSFORMER VAULT AND VAULT EQUIPMENT L-109.1

ITEM L-109 AIRPORT TRANSFORMER VAULT AND VAULT EQUIPMENT

DESCRIPTION

109-1.1 This item shall consist of removing an existing airport transformer vault and equipment and; constructing an airport transformer vault or a prefabricated metal housing per these specifications and per the design and dimensions shown in the plans. This work shall also include the installation of conduits in the floor and foundation, painting and lighting of the vault or metal housing, and the furnishing of all incidentals that are necessary to produce a completed unit. Included as a separate part under this item or as a separate item where an existing vault is to be used shall be the furnishing of all vault equipment, wiring, electrical buses, cable, conduit, potheads, and grounding systems. This work shall also include the painting of equipment and conduit; the marking and labeling of equipment and the labeling or tagging of wires; the testing of the installation; and the furnishing of all incidentals necessary to place it in operating condition as a completed unit to the satisfaction of the RPR.


109-2.1 General.

a. Airport lighting equipment and materials covered by advisory circulars (AC) shall be certified in AC 150/5345-53, Airport Lighting Equipment Certification Program (ALECP) and listed in the ALECP Addendum.

b. All other equipment and materials covered by other referenced specifications shall be subject to acceptance through manufacturer’s certification of compliance with the applicable specification when requested by the RPR.


materials per these specifications. Materials supplied and/or installed that do not comply with these specifications shall be removed (when directed by the RPR) and replaced with materials that comply with these specifications at the Contractor’s cost.




plans and specifications. The Contractor’s submittals shall be neatly bound in a properly sized 3-ring binder, in accordance with the Special Provisions, tabbed by specification section. The RPR reserves the right to reject any and all equipment, materials or procedures that do not meet the system design and the standards and codes, specified in this document.


defects in materials and workmanship for a period of at least twelve (12) months from final

L-109.2 AIRPORT TRANSFORMER VAULT AND VAULT EQUIPMENT

acceptance by the Owner. The defective materials and/or equipment shall be repaired or replaced, at the Owner’s discretion, with no additional cost to the Owner.

CONSTRUCTION OF VAULT AND PREFABRICATED METAL HOUSING

109-3.1 Electrical vault building. The electrical vault building must comply with NEC Article 110.31, Enclosure for Electrical Installations, Item (A) Electrical Vaults. Construct the building of materials having adequate structural strength for the conditions and installed location, has a minimum fire rating of three hours, and is bullet resistant to minimum UL 752 Level 4.

a. Delegated Design: Engage a qualified professional engineer, licensed in the State of Montana, to design the electrical vault building.

b. Structural Performance: Enclosure for Electrical Installations shall withstand the effects of gravity loads and the following loads and stresses within limits and under conditions indicated according to the IBC and reference standards, for a Risk Category III structure as defined by IBC, Chapter 16.

a. Design Loads: i. Dead Loads: Self-weight plus 5 psf superimposed ceiling loads and 10 psf

superimposed wall loads. ii. Snow Loads: roof snow loads shall be 75 psf, after application of all adjustment

factors to the ground snow load. iii. Wind Loads: per ASCE/SEI 7-16 using an ultimate wind speed of 115mph,

exposure C condition. iv. Seismic Loads: per ASCE/SEI 7-16 using the following seismic parameters:

1. Seismic Design Category, D 2. SDS = 0.727 3. SD1 = 0.380

b. Deflection Limits: per Table 1604.3 of the IBC. 109-3.2 Concrete. Concrete shall be proportioned, placed, and cured per Item P-610, Concrete for Miscellaneous Structures. 109-3.3 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another RPR approved third party certification program. Precast concrete structures shall conform to ASTM C478. 109-3.4 Reinforcing steel. Reinforcing steel bars shall be intermediate or structural grade deformed-type bars and shall be per ASTM A615. 109-3.5 Brick. Brick shall be per ASTM C62, Grade SW. 109-3.6 Rigid steel conduit. Rigid steel conduit and fittings shall be per Underwriters Laboratories Standards 6 and 514B. 109-3.7 Plastic Conduit and fittings. Plastic Conduit and fittings shall conform to the requirements of UL-651 and UL-654 schedule 40 polyvinyl chloride (PVC) suitable for use above or below ground. 109-3.8 Lighting. Vault or metal-housing light fixtures shall be of a vapor-proof type. 109-3.9 Outlets. Convenience outlets shall be heavy-duty duplex units designed for industrial service. 109-3.10 Switches. Vault or metal-housing light switches shall be single-pole switches.


109-3.11 Paint.

a. Priming paint for non-galvanized metal surfaces shall be a high solids alkyd primer compatible with the manufacturer’s recommendations for the intermediate or topcoat.

b. White paint for body and finish coats on metal and wood surfaces shall be ready-mixed paint conforming to the Master Painter’s Institute (MPI), Reference #9, Exterior Alkyd, Gloss.

c. Priming paint for wood surfaces shall be mixed on the job by thinning the specified white paint by

adding 1/2 pint (0.24 liter) of raw linseed oil to each gallon (liter).

d. Paint for the floor, ceiling, and inside walls shall be per Porter Paint Company 69, 71, and 79 or equivalent. Walls and ceiling shall be light gray and the floor shall be medium gray.

e. The roof coating shall be hot asphalt material per ASTM D2823. Asbestos-free roof coating per

ASTM D4479 may be substituted if required by local codes. 109-3.12 Ground bus. Ground bus shall be 1/8 3/4 inch (3 19 mm) minimum copper bus bar. 109-3.13 Square duct. Duct shall be square similar to that manufactured by the Square D Company (or equivalent), or the Trumbull Electric Manufacturing Company (or equivalent). The entire front of the duct on each section shall consist of hinged or removable cover for ready access to the interior. The cross-section of the duct shall be not less than 4 4 inch (100 100 mm) except where otherwise shown in the plans. 109-3.14 Ground rods. Ground rods shall be in accordance with Item L-108. 109-3.15 Vault prefabricated metal housing. The prefabricated metal housing shall be a commercially available unit. 109-3.16 FAA-approved equipment. Certain items of airport lighting equipment installed in vaults are covered by individual ACs listed below:

AC 150/5345-3 Specification for L-821, Panels for Remote Control of Airport Lighting AC 150/5345-5 Circuit Selector Switch AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting

Circuits AC 150/5345-10 Specification for Constant Current Regulators and Regulator Monitors AC 150/5345-13 Specification for L-841 Auxiliary Relay Cabinet Assembly for Pilot

Control of Airport Lighting Circuits. AC 150/5345-49 Specification for L-854, Radio Control Equipment AC 150/5345-56 Specification for L-890 Airport Lighting Control and Monitoring System

(ALCMS)

109-3.17 Other electrical equipment. Distribution transformers, oil switches, cutouts, relays, terminal blocks, transfer relays, circuit breakers, and all other regularly used commercial items of electrical equipment not covered by FAA equipment specifications and ACs shall conform to the applicable rulings and standards of the Institute of Electrical and Electronic Engineers (IEEE) or the National Electrical Manufacturers Association (NEMA). When specified, test reports from a testing laboratory indicating that the equipment meets the specifications shall be supplied. In all cases, equipment shall be new and a first-grade product. This equipment shall be supplied in the quantities required for the specific project and shall incorporate the electrical and mechanical characteristics specified in the proposal and plans. Equipment


selected and installed by the Contractor shall maintain the interrupting current rating of the existing systems or specified rating whichever is greater. 109-3.18 Wire. Wire (in conduit) rated up to 5,000 volts shall be per AC 150/5345-7, Specification for L-824 Underground Electrical Cables for Airport Lighting Circuits. For ratings up to 600 volts, moisture and heat resistant thermoplastic wire conforming to Commercial Item Description A-A-59544A Type THWN-2 shall be used. The wires shall be of the type, size, number of conductors, and voltage shown in the plans or in the proposal.

a. Control circuits. Unless otherwise indicated on the plans, wire shall be not less than No. 12 American wire gauge (AWG) and shall be insulated for 600 volts. If telephone control cable is specified, No. 19 AWG telephone cable per ANSI/Insulated Cable Engineers Association (ICEA) S-85-625 specifications shall be used.

b. Power circuits.

(1) 600 volts maximum – Wire shall be No. 6 AWG or larger and insulated for at least 600 volts.

(2) 3,000 volts maximum – Wire shall be No. 6 AWG or larger and insulated for at least 3,000 volts.

(3) Over 3,000 volts-Wire shall be No. 6 AWG or larger and insulated for at least the circuit

voltage. 109-3.19 Short circuit / coordination / device evaluation / arc flash analysis. The Contractor shall, based upon the equipment provided, include as a part of the submittal process the electrical system “Short Circuit / Coordination / Device evaluation / Arc Flash Analysis”. The analysis shall be performed by the equipment manufacturer and submitted in a written report. The analysis shall be signed and sealed by a registered professional Engineer from the state in which the project is located. The analysis shall comply with NFPA-70E and IEEE 1584. The analysis will include: one-line diagrams, short circuit analysis, coordination analysis, equipment evaluation, arc flash analysis and arc flash labels containing at a minimum, equipment name, voltage/current rating, available incident energy and flash protection boundary. The selected firms field service Engineer shall perform data gathering for analysis completion and device settings, perform device setting as recommended by the analysis and will furnish and install the arc flash labels. The components worst case incident energy will be considered the available arc flash energy at that specific point in the system. Submit three written copies and one electronic copy of the report.


CONSTRUCTION OF VAULT AND PREFABRICATED METAL HOUSING

109-4.1 General. The Contractor shall construct the transformer vault or prefabricated metal housing at the location indicated in the plans. Vault construction shall be reinforced concrete, concrete masonry, or brick wall as specified. The metal housing shall be prefabricated equipment enclosure to be supplied in the size specified. The mounting pad or floor details, installation methods, and equipment placement are shown in the plans. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another engineer approved third party certification program.


The Contractor shall clear, grade, and seed the area around the vault or metal housing for a minimum distance of 10 feet (3 m) on all sides. The slope shall be not less than 1/2 inch per foot (12 mm per 0.3 m) away from the vault or metal housing in all directions. The vault shall provide adequate protection against weather elements, including rain, wind-driven dust, snow, ice and excessive heat. The vault shall have sufficient filtered ventilation, to assure that the interior room temperatures and conditions do not exceed the recommended limits of the electrical equipment to be installed in the vault. The Contractor is responsible for contacting the manufacturer of the equipment to be installed to obtain environmental limitations of the equipment to be installed. Refer to the electrical vault detail plan sheets for construction requirements. The prefabricated building shall include roof, walls and floor in accordance with the details and these specifications. 109-4.2 Foundation and walls.

a. Reinforced concrete construction. The Contractor shall construct the foundation and walls per the details shown in the plans. Unless otherwise specified, internal ties shall be of the mechanical type so that when the forms are removed the ends of the ties shall be at least one inch (25 mm) beneath the concrete surface; the holes shall be plugged and finished to prevent discoloration. Reinforcing steel shall be placed, as shown in the drawings, and secured in position to prevent displacement during the concrete placement. The external surfaces of the concrete shall be thoroughly worked during the placing operation to force all coarse aggregate from the surface. Thoroughly work the mortar against the forms to produce a smooth finish free from air pockets and honeycomb. The surface film of all pointed surfaces shall be removed before setting occurs. As soon as the pointing has set sufficiently, the entire surface inside and outside of the vault shall be thoroughly wet with water and rubbed with a No. 16 carborundum stone, or equivalent quality abrasive, bringing the surface to a paste. All form marks and projections shall be removed. The surface produced shall be smooth and dense without pits or irregularities. The materials which have been ground into a paste during the rubbing process shall be spread or brushed uniformly over the entire surface (except the interior surfaces that are to be painted shall have all paste removed by washing before painting) and permitted to reset. Final exterior finish shall be obtained by rubbing with No. 30 carborundum stone, or an equivalent quality abrasive. The surface shall be rubbed until the entire surface is smooth and uniform in color.

b. Brick and concrete construction. When this type of construction is specified, the foundation shall be concrete conforming to the details shown in the plans. The outer edge of the foundation at the floor level shall be beveled 1-1/2 inches (38 mm) at 45 degrees. Brick walls shall be 8 inches (200 mm) thick, laid in running bond with every sixth course a header course. Brick shall be laid in cement mortar (one-part masonry cement and 3 parts sand) with full mortar bed and shoved joints. All joints shall be completely filled with mortar and facing brick shall be back-parged with mortar as work progresses. All joints shall be 3/8 inch (9 mm) thick, exterior joints tooled concave, and interior joints struck flush. Both interior and exterior brick surfaces shall be cleaned, and nail holes, cracks and other defects filled with mortar. When specified, a nonfading mineral pigment mortar coloring shall be added to the mortar. Steel reinforcing bars, 3/8-inch (9 mm) in diameter and 12 inches (300 mm) long, shall be set vertically in the center of the brick wall on not more than 2 feet (60 cm) centers to project 2-1/2 inches (60 mm) into the concrete roof slab. Lintels for supporting the brickwork over doors, windows, and louvers shall consist of two 4 3 3/8-inch (100 75 9 mm) steel angles. Lintels shall be painted with one coat of corrosion-inhibiting primer before installation, and all exposed parts shall be painted similar to doors and window sash after installation.


Window sills may be concrete poured in place or precast concrete as indicated in the plans. All exposed surfaces shall have a rubbed finish as specified under reinforced concrete construction. After completion, all interior and exterior faces of walls shall be scrubbed with a solution of muriatic acid and water in the proportions of not less than one-part acid to 10 parts of water. All traces of efflorescence, loose mortar, and mortar stain shall be removed, and the walls washed down with clear water.

c. Concrete masonry construction. When this type of construction is specified, the foundation shall

be concrete conforming to the details shown in the plans. The concrete masonry units shall be standard sizes and shapes and shall conform to ASTM C90 and shall include the closures, jambs, and other shapes required by the construction as shown in the plans. Standard construction practice shall be followed for this type of work including mortar, joints, reinforcing steel for extensions into roof slab, etc. Plaster for interior walls, if specified, shall be Portland cement plaster.

109-4.3 Roof. The roof shall be reinforced concrete as shown in the plans. Reinforcing steel shall be placed as shown in the drawing and secured in position to prevent displacement during the pouring of the concrete. The concrete shall be poured monolithically and shall be free of honeycombs and voids. The surface shall have a steel-troweled finish and shall be sloped as shown in the drawing. The underside of the roof slab shall be finished in the same manner as specified for walls. One brush or mop coat of hot asphalt roof coating shall be applied to the top surface of the roof slab. The asphalt material shall be heated to within the range specified by the manufacturer and immediately applied to the roof. The finished coat shall be continuous over the roof surface and free from holidays and blisters. Smears and dribbles of asphalt on the roof edges and building walls shall be removed. 109-4.4 Floor. Construct building foundation in accordance with the details shown in the plans. The floor shall be reinforced concrete as shown in the drawings. When present, all sod, roots, refuse, and other perishable material shall be removed from the area under the floor to a depth of 8 inches (200 mm), unless a greater depth is specified in the invitation for bids. This area shall be backfilled with materials consisting of sand, cinders, gravel, or stone. Fill shall be placed in layers not to exceed 4 inches (100 mm) and shall be thoroughly compacted by tamping or rolling. A layer of building paper shall be placed over the fill prior to placing concrete. The floor surfaces shall have a steel-troweled finish. The floor shall be level unless a drain is specified, in which case the floor shall be pitched 1/4 inch (6 mm) per foot downward toward the drain. A 1/4-inch (6-mm) asphalt felt expansion joint shall be placed between floor and foundation walls. The floor shall be poured monolithically and shall be free of honeycombs and voids. 109-4.5 Floor drain. If shown in the plans, a floor drain and dry well shall be installed in the center of the floor of the equipment room. The dry well shall be excavated 4 × 4 feet (1.2 × 1.2 m) square and to a depth of 4 feet (1.2 m) below the finished floor elevation and shall be backfilled to the elevation of the underside of the floor with gravel - which shall all pass a 2-inch (50 mm) mesh sieve and shall all be retained on a 1/4-inch (6.3 mm) mesh sieve. The gravel backfill shall be placed in 6 inch (150 mm) maximum layers, and the entire surface of each layer shall be tamped either with a mechanical tamper or with a hand tamper weighing not less than 25 pounds (11 kg) and having a face area of not more than 36 square inches (232 square cm) nor less than 16 square inches (103 square cm). The drain inlet shall be set flush in the concrete floor. The drain shall have a clear opening of not less than 8 inches (200 mm) in diameter. 109-4.6 Conduits in floor and foundation. Conduits shall be installed in the floor and through the foundation walls per the details shown in the plans. All underground conduit shall be painted with an asphalt compound. Conduit shall be installed with a coupling or metal conduit adapter flush with the top of the floor. All incoming conduit shall be closed with a pipe plug to prevent the entrance of foreign material during construction. Space conduit entrances shall be left closed.


109-4.7 Doors. Doors shall be metal-clad fireproof Class A (three (3) hour rated) doors conforming to requirements of the National Electrical Code (NEC) and local electrical codes. Panic bar exit hardware shall be installed per NEC requirements. Refer to the new electrical vault detail plan sheets for construction requirements. 109-4.8 Painting. The floor, ceiling, and inside walls of concrete construction shall first be given a hardening treatment, after which the Contractor shall apply two coats of paint as specified below, except that interior face brick walls need not be painted. The hardening treatment shall consist of applying two coats of either a commercial floor hardener or a solution made by dissolving 2 pounds (0.9 kg) of magnesium fluorosilicate or zinc sulfate crystals in one gallon (liter) of water. Each coat shall be allowed to dry at least 48 hours before the next application. After the second treating coat has dried, the surfaces shall be brushed clean of all crystals and thoroughly washed with clear water. Paint for walls and ceiling shall be a light gray color approved by the RPR. The floor paint shall be a medium gray color approved by the RPR. Before painting, the surfaces shall be dry and clean. The first coat shall be thinned by adding 2/3-quart (0.63 liters) of spar varnish and 1/3-quart (0.31 liters) of turpentine to each gallon (liter) of paint. The second coat shall be applied without thinning. All doors, lintels, and windows shall be cleaned to remove any rust or foreign material and shall be given one body and one finish coat of white paint. Bare metal surfaces shall be given a prime coat of corrosion-inhibiting primer prior to the body and finish coats. 109-4.9 Lights and switches. The Contractor shall furnish and install a minimum of two duplex convenience outlets in the vault room. Where a control room is specified, at least two duplex outlets shall be installed.

INSTALLATION OF EQUIPMENT IN VAULT OR PREFABRICATED METAL HOUSING

109-5.1 General. The Contractor shall furnish, install, and connect all equipment, equipment accessories, conduit, cables, wires, buses, grounds, and support necessary to ensure a complete and operable electrical distribution center for the airport lighting system as specified herein and shown in the plans. When specified, an emergency power supply and transfer switch shall be provided and installed. The equipment installation and mounting shall comply with the requirements of the National Electrical Code and local code agency having jurisdiction. All electrical work shall comply with the NEC and local code agency having jurisdiction including the separation of under 600V work from 5,000V work.” 109-5.2 Power supply equipment. Transformers, regulators, booster transformers, and other power supply equipment items shall be furnished and installed at the location shown in the plans or as directed by the RPR. The power supply equipment shall be set on steel “H” sections, “I” beams, channels, or concrete blocks to provide a minimum space of 1-1/2 inch (38 mm) between the equipment and the floor. The equipment shall be placed so as not to obstruct the oil-sampling plugs of the oil-filled units; and name-plates shall, so far as possible, not be obscured. If specified in the plans and specifications, equipment for an alternate power source or an emergency power generator shall be furnished and installed. The alternate power supply installation shall include all equipment, accessories, an automatic changeover switch, and all necessary wiring and connections. The emergency power generator set shall be the size and type specified. 109-5.3 Switchgear and panels. Oil switches, fused cutouts, relays, transfer switches, panels, panel boards, and other similar items shall be furnished and installed at the location shown in the plans or as directed by the RPR. Wall or ceiling mounted items shall be attached to the wall or ceiling with galvanized bolts of not less than 3/8-inch (9 mm) diameter engaging metal expansion shields or anchors in masonry or concrete vaults.


109-5.4 Duct and conduit. The Contractor shall furnish and install square-type exposed metallic ducts with hinged covers for the control circuits in the vault. These shall be mounted along the walls behind all floor-mounted equipment and immediately below all wall-mounted equipment. The hinged covers shall be placed to open from the front side with the hinges at the front bottom. Wall brackets for square ducts shall be installed at all joints 2 feet (60 cm) or more apart with intermediate brackets as specified. Conduit shall be used between square ducts and equipment or between different items of equipment when the equipment is designed for conduit connection. When the equipment is not designed for conduit connection, conductors shall enter the square-type control duct through insulating bushings in the duct or on the conduit risers. 109-5.5 Wiring and connections. The Contractor shall make all necessary electrical connections in the vault per the wiring diagrams furnished and as directed by the RPR. In wiring to the terminal blocks, the Contractor shall leave sufficient extra length on each control lead to make future changes in connections at the terminal block. This shall be accomplished by running each control lead the longest way around the box to the proper terminal. Leads shall be neatly laced in place. 109-5.6 Marking and labeling. All equipment, control wires, terminal blocks, etc., shall be tagged, marked, or labeled as specified below:

a. Wire identification. The Contractor shall furnish and install self-sticking wire labels or identifying tags on all control wires at the point where they connect to the control equipment or to the terminal blocks. Wire labels, if used, shall be of the self-sticking preprinted type and of the manufacturer’s recommended size for the wire involved. Identification -markings designated in the plans shall be followed. Tags, if used, shall be of fiber not less than 3/4 inch (19 mm) in diameter and not less than 1/32 inch (1 mm) thick. Identification markings designated in the plans shall be stamped on tags by means of small tool dies. Each tag shall be securely tied to the proper wire by a nonmetallic cord.

b. Labels. The Contractor shall stencil identifying labels on the cases of regulators, breakers, and distribution and control relay cases with white oil paint as designated by the RPR. The letters and numerals shall be not less than one inch (25 mm) in height and shall be of proportionate width. The Contractor shall also mark the correct circuit designations per the wiring diagram on the terminal marking strips, which are a part of each terminal block.


109-6.1 The quantity of vaults to be paid for under this item shall consist of the number of vaults constructed in place and accepted as a complete unit. 109-6.2 The quantity of prefabricated metal housings to be paid for under this item shall consist of the number of housings constructed in place and accepted as a complete unit. 109-6.3 The quantity of equipment to be paid for under this item shall consist of all equipment installed, connected and accepted as a complete unit ready for operation within an existing vault or prefabricated metal housing.

BASIS OF PAYMENT

109-7.1 Payment will be made at the contract unit price for each completed and accepted vault or prefabricated metal housing equipment installation. This price shall be full compensation for furnishing all


materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item L-109-7.1 Construction of Airport Transformer Vault in Place - per unit Item L-109-7.2 Installation of Airport Transformer Vault Equipment in Place - per unit Item L-109-7.3 Construction of Prefabricated Metal Housing or Prefabricated Concrete

Building and Foundation in Place - per unit Item L-109-7.4 Installation of Equipment with in existing vault or prefabricated metal

housing in Place - per unit

REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Advisory Circulars (AC)

AC 150/5340-30 Design and Installation Details for Airport Visual Aids AC 150/5345-3 Specification for L-821, Panels for Remote Control of Airport Lighting AC 150/5345-5 Circuit Selector Switch AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting

Circuits AC 150/5345-10 Specification for Constant Current Regulators and Regulator Monitors AC 150/5345-13 Specification for L-841 Auxiliary Relay Cabinet Assembly for Pilot

Control of Airport Lighting Circuits AC 150/5345-49 Specification L-854, Radio Control Equipment; AC 150/5345-53 Airport Lighting Equipment Certification Program

American National Standards Institute / Insulated Cable Engineers Association (ANSI/ICEA) ANSI/ICEA S-85-625 Standard for Telecommunications Cable Aircore, Polyolefin Insulated,

Copper Conductor Technical Requirements

American Society of Civil Engineers / Structural Engineering Institute (ASCE/SEI) ASCE/SEI 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other

Structures ASTM International (ASTM)

ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C62 Standard Specification for Building Brick (Solid Masonry Units Made from Clay or Shale)

ASTM C90 Standard Specification for Loadbearing Concrete Masonry Units ASTM D2823 Standard Specification for Asphalt Roof Coatings, Asbestos Containing ASTM D4479 Standard Specification for Asphalt Roof Coatings – Asbestos-Free

Commercial Item Description (CID) A-A 59544 Cable and Wire, Electrical (Power, Fixed Installation)

Institute of Electrical and Electronic Engineers (IEEE) IEEE 1584 Guide for Performing Arc-Flash Hazard Calculations


International Code Council (ICC) IBC 2018 International Building Code Master Painter’s Institute (MPI)

MPI Reference #9 Alkyd, Exterior, Gloss (MPI Gloss Level 6)

Underwriters Laboratories (UL) UL Standard 6 Electrical Rigid Metal Conduit – Steel UL Standard 514B Conduit, Tubing, and Cable Fittings UL Standard 514C Nonmetallic Outlet Boxes, Flush-Device Boxes, and Covers UL Standard 651 Schedule 40, 80, Type EB and A Rigid PVC Conduit and Fittings UL Standard 651A Type EB and A Rigid PVC Conduit and HDPE Conduit

National Fire Protection Association (NFPA) NFPA-70 National Electrical Code (NEC) NFPA-70E Standard for Electrical Safety in the Workplace NFPA-780 Standard for the Installation of Lightning Protection Systems


AIRPORT UNDERGROUND DUCT BANKS AND CONDUITS L-110.1

ITEM L-110 AIRPORT UNDERGROUND DUCT BANKS AND CONDUITS

DESCRIPTION

110-1.1 This item shall consist of underground electrical conduits and duct banks (single or multiple conduits encased in concrete or buried in sand) installed per this specification at the locations and per the dimensions, designs, and details shown on the plans. This item shall include furnishing and installing of all underground electrical duct banks and individual and multiple underground conduits and removal of existing duct banks, where applicable / required. It shall also include all turfing trenching, backfilling, removal, and restoration of any paved or turfed areas; concrete encasement, mandrelling, pulling lines, duct markers, plugging of conduits, and the testing of the installation as a completed system ready for installation of cables per the plans and specifications. This item shall also include furnishing and installing conduits and all incidentals for providing positive drainage of the system. Verification of existing ducts is incidental to the pay items provided in this specification.


110-2.1 General.

a. All equipment and materials covered by referenced specifications shall be subject to acceptance through manufacturer’s certification of compliance with the applicable specification when requested by the RPR.

b. Manufacturer’s certifications shall not relieve the Contractor of the responsibility to provide

materials per these specifications and acceptable to the RPR. Materials supplied and/or installed that do not comply with these specifications shall be removed, when directed by the RPR and replaced with materials, that comply with these specifications, at the Contractor’s cost.

c. All materials and equipment used to construct this item shall be submitted to the RPR for approval

prior to ordering the equipment. Submittals consisting of marked catalog sheets or shop drawings shall be provided. Submittal data shall be presented in a clear, precise and thorough manner. Original catalog sheets are preferred. Photocopies are acceptable provided they are as good a quality as the original. Clearly and boldly mark each copy to identify products or models applicable to this project. Indicate all optional equipment and delete non-pertinent data. Submittals for components of electrical equipment and systems shall identify the equipment for which they apply on each submittal sheet. Markings shall be made bold and clear with arrows or circles (highlighting is not acceptable). The Contractor is solely responsible for delays in project that accrue directly or indirectly from late submissions or resubmissions of submittals.

d. The data submitted shall be sufficient, in the opinion of the RPR, to determine compliance with the

plans and specifications. The Contractor’s submittals shall neatly bound in a properly sized 3-ring binder, in accordance with the Special Provisions, tabbed by specification section. The RPR reserves the right to reject any and all equipment, materials or procedures that do not meet the system design and the standards and codes specified in this document.

e. All equipment and materials furnished and installed under this section shall be guaranteed against

defects in materials and workmanship for a period of at least twelve (12) months from final acceptance by the Owner. The defective materials and/or equipment shall be repaired or replaced, at the Owner’s discretion, with no additional cost to the Owner.

110-2.2 Steel conduit. Rigid galvanized steel (RGS) conduit and fittings shall be hot dipped galvanized inside and out and conform to the requirements of Underwriters Laboratories Standards 6, 514B, and 1242.

L-110.2 AIRPORT UNDERGROUND DUCT BANKS AND CONDUITS

All RGS conduits or RGS elbows installed below grade, in concrete, permanently wet locations or other similar environments shall be painted with a 10-mil thick coat of asphaltum sealer or shall have a factory-bonded polyvinyl chloride (PVC) cover. Any exposed galvanizing or steel shall be coated with 10 mils of asphaltum sealer. When using PVC coated RGS conduit, care shall be exercised not to damage the factory PVC coating. Damaged PVC coating shall be repaired per the manufacturer's written instructions. In lieu of PVC coated RGS, corrosion wrap tape shall be permitted to be used where RGS is in contact with direct earth.” 110-2.3 Plastic conduit. Plastic conduit and fittings-shall conform to the following requirements:

UL 514B covers W-C-1094-Conduit fittings all types, classes 1 thru 3 and 6 thru 10. UL 514C covers W-C-1094- all types, Class 5 junction box and cover in plastic (PVC). UL 651 covers W-C-1094-Rigid PVC Conduit, types I and II, Class 4. UL 651A covers W-C-1094-Rigid PVC Conduit and high-density polyethylene (HDPE) Conduit

type III and Class 4.

Underwriters Laboratories Standards UL-651 and Article 352 of the current National Electrical Code shall be one of the following, as shown on the plans:

a. Type I–Schedule 40 and Schedule 80 PVC suitable for underground use either direct-buried or encased in concrete.

b. Type II–Schedule 40 PVC suitable for either above ground or underground use.

c. Type III – Schedule 80 PVC suitable for either above ground or underground use either direct-buried or encased in concrete.

d. Type III –HDPE pipe, minimum standard dimensional ratio (SDR) 11, suitable for placement with

directional boring under pavement. The type of solvent cement shall be as recommended by the conduit/fitting manufacturer. 110-2.4 Split conduit. Split conduit shall be pre-manufactured for the intended purpose and shall be made of steel or plastic. 110-2.5 Conduit spacers. Conduit spacers shall be prefabricated interlocking units manufactured for the intended purpose. They shall be of double wall construction made of high grade, high density polyethylene complete with interlocking cap and base pads. They shall be designed to accept No. 4 reinforcing bars installed vertically. 110-2.6 Concrete. Concrete shall be proportioned, placed, and cured per Item P-610, Concrete for Miscellaneous Structures. 110-2.7 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another RPR approved third party certification program. Precast concrete structures shall conform to ASTM C478. 110-2.8 Flowable backfill. Flowable material used to back fill conduit and duct bank trenches shall conform to the requirements of Item P-153, Controlled Low Strength Material. 110-2.9 Detectable warning tape. Plastic, detectable, American Public Works Association (APWA) red (electrical power lines, cables, conduit and lighting cable), orange (telephone/fiber optic cabling) with


continuous legend magnetic tape shall be polyethylene film with a metallized foil core and shall be 3-6 inches (75-150 mm) wide. Detectable tape is incidental to the respective bid item.


110-3.1 General. The Contractor shall install underground duct banks and conduits at the approximate locations indicated on the plans. The RPR shall indicate specific locations as the work progresses, if required to differ from the plans. Duct banks and conduits shall be of the size, material, and type indicated on the plans or specifications. Where no size is indicated on the plans or in the specifications, conduits shall be not less than 2 inches (50 mm) inside diameter or comply with the National Electrical Code based on cable to be installed, whichever is larger. All duct bank and conduit lines shall be laid so as to grade toward access points and duct or conduit ends for drainage. Unless shown otherwise on the plans, grades shall be at least 3 inches (75 mm) per 100 feet (30 m). On runs where it is not practicable to maintain the grade all one way, the duct bank and conduit lines shall be graded from the center in both directions toward access points or conduit ends, with a drain into the storm drainage system. Pockets or traps where moisture may accumulate shall be avoided. Under pavement, the top of the duct bank shall not be less than 18 inches (0.5 m) below the subgrade; in other locations, the top of the duct bank or underground conduit shall be not less than 18 inches (0.5 m) below finished grade. The Contractor shall mandrel each individual conduit whether the conduit is direct-buried or part of a duct bank. An iron-shod mandrel, not more than 1/4 inch (6 mm) smaller than the bore of the conduit shall be pulled or pushed through each conduit. The mandrel shall have a leather or rubber gasket slightly larger than the conduit hole. The Contractor shall swab out all conduits/ducts and clean base can, manhole, pull boxes, etc., interiors immediately prior to pulling cable. Once cleaned and swabbed the light bases, manholes, pull boxes, etc., and all accessible points of entry to the duct/conduit system shall be kept closed except when installing cables. Cleaning of ducts, base cans, manholes, etc., is incidental to the pay item of the item being cleaned. All raceway systems left open, after initial cleaning, for any reason shall be recleaned at the Contractor’s expense. All accessible points shall be kept closed when not installing cable. The Contractor shall verify existing ducts proposed for use in this project as clear and open. The Contractor shall notify the RPR of any blockage in the existing ducts. For pulling the permanent wiring, each individual conduit, whether the conduit is direct-buried or part of a duct bank, shall be provided with a 200-pound (90 kg) test polypropylene pull rope. The ends shall be secured, and sufficient length shall be left in access points to prevent it from slipping back into the conduit. Where spare conduits are installed, as indicated on the plans, the open ends shall be plugged with removable tapered plugs, designed for this purpose. All conduits shall be securely fastened in place during construction and shall be plugged to prevent contaminants from entering the conduits. Any conduit section having a defective joint shall not be installed. Ducts shall be supported and spaced apart using approved spacers at intervals not to exceed 5 feet (1.5 m). Unless otherwise shown on the plans, concrete encased duct banks shall be used when crossing under pavements expected to carry aircraft loads, such as runways, taxiways, taxilanes, ramps and aprons. When under paved shoulders and other paved areas, conduit and duct banks shall be encased using flowable fill for protection. All conduits within concrete encasement of the duct banks shall terminate with female ends for ease in current and future use. Install factory plugs in all unused ends. Do not cover the ends or plugs with concrete. Where turf is well established, and the sod can be removed, it shall be carefully stripped and properly stored. Trenches for conduits and duct banks may be excavated manually or with mechanical trenching equipment unless in pavement, in which case they shall be excavated with mechanical trenching equipment. Walls of


trenches shall be essentially vertical so that a minimum of shoulder surface is disturbed. Blades of graders shall not be used to excavate the trench. When rock is encountered, the rock shall be removed to a depth of at least 3 inches (75 mm) below the required conduit or duct bank depth and it shall be replaced with bedding material of earth or sand containing no mineral aggregate particles that would be retained on a 1/4-inch (6.3 mm) sieve. Flowable backfill may alternatively be used Underground electrical warning (Caution) tape shall be installed in the trench above all underground duct banks and conduits in unpaved areas. Contractor shall submit a sample of the proposed warning tape for approval by the RPR. If not shown on the plans, the warning tape shall be located 6 inches above the duct/conduit or the counterpoise wire if present. Joints in plastic conduit shall be prepared per the manufacturer’s recommendations for the particular type of conduit. Plastic conduit shall be prepared by application of a plastic cleaner and brushing a plastic solvent on the outside of the conduit ends and on the inside of the couplings. The conduit fitting shall then be slipped together with a quick one-quarter turn twist to set the joint tightly. Where more than one conduit is placed in a single trench, or in duct banks, joints in the conduit shall be staggered a minimum of 2 feet (60 cm). Changes in direction of runs exceeding 10 degrees, either vertical or horizontal, shall be accomplished using manufactured sweep bends. Whether or not specifically indicated on the drawings, where the soil encountered at established duct bank grade is an unsuitable material, as determined by the RPR, the unsuitable material shall be removed per Item P-152 and replaced with suitable material. Additional duct bank supports shall be installed, as approved by the RPR. All excavation shall be unclassified and shall be considered incidental to Item L-110. Dewatering necessary for duct installation, and erosion per federal, state, and local requirements is incidental to Item L-110. Unless otherwise specified, excavated materials that are deemed by the RPR to be unsuitable for use in backfill or embankments shall be removed and disposed of offsite. Any excess excavation shall be filled with suitable material approved by the RPR and compacted per Item P-152. It is the Contractor’s responsibility to locate existing utilities within the work area prior to excavation. Where existing active cables) cross proposed installations, the Contractor shall ensure that these cables are adequately protected. Where crossings are unavoidable, no splices will be allowed in the existing cables, except as specified on the plans. Installation of new cable where such crossings must occur shall proceed as follows:

a. Existing cables shall be located manually. Unearthed cables shall be inspected to assure absolutely no damage has occurred.

b. Trenching, etc., in cable areas shall then proceed with approval of the RPR, with care taken to

minimize possible damage or disruption of existing cable, including careful backfilling in area of cable.

In the event that any previously identified cable is damaged during the course of construction, the Contractor shall be responsible for the complete repair.


110-3.2 Duct banks. Unless otherwise shown in the plans, duct banks shall be installed so that the top of the concrete envelope is not less than 18 inches (0.5 m) below the bottom of the base or stabilized base course layers where installed under runways, taxiways, aprons, or other paved areas, and not less than 18 inches (0.5 m) below finished grade where installed in unpaved areas. Unless otherwise shown on the plans, duct banks under paved areas shall extend at least 3 feet (1 m) beyond the edges of the pavement or 3 feet (1 m) beyond any under drains that may be installed alongside the paved area. Trenches for duct banks shall be opened the complete length before concrete is placed so that if any obstructions are encountered, provisions can be made to avoid them. Unless otherwise shown on the plans, all duct banks shall be placed on a layer of concrete not less than 3 inches (75 mm) thick prior to its initial set. The Contractor shall space the conduits not less than 3 inches (75 mm) apart (measured from outside wall to outside wall). All such multiple conduits shall be placed using conduit spacers applicable to the type of conduit. As the conduit laying progresses, concrete shall be placed around and on top of the conduits not less than 3 inches (75 mm) thick unless otherwise shown on the plans. All conduits shall terminate with female ends for ease of access in current and future use. Install factory plugs in all unused ends. Do not cover the ends or plugs with concrete. Conduits forming the duct bank shall be installed using conduit spacers. No. 4 reinforcing bars shall be driven vertically into the soil a minimum of 6 inches (150 mm) to anchor the assembly into the earth prior to placing the concrete encasement. For this purpose, the spacers shall be fastened down with locking collars attached to the vertical bars. Spacers shall be installed at 5-foot (1.5-m) intervals. Spacers shall be in the proper sizes and configurations to fit the conduits. Locking collars and spacers shall be submitted to the RPR for review prior to use. When specified, the Contractor shall reinforce the bottom side and top of encasements with steel reinforcing mesh or fabric or other approved metal reinforcement. When directed, the Contractor shall supply additional supports where the ground is soft and boggy, where ducts cross under roadways, or where shown on the plans. Under such conditions, the complete duct structure shall be supported on reinforced concrete footings, piers, or piles located at approximately 5-foot (1.5-m) intervals. All pavement surfaces that are to have ducts installed therein shall be neatly saw cut to form a vertical face. All excavation shall be included in the contract with price for the duct. Install a plastic, detectable, color as noted, 3 to 6 inches (75 to 150 mm) wide tape, 8 inches (200 mm) minimum below grade above all underground conduit or duct lines not installed under pavement. Utilize the 3-inch (75-mm) wide tape only for single conduit runs. Utilize the 6-inch (150-mm) wide tape for multiple conduits and duct banks. For duct banks equal to or greater than 24 inches (600 mm) in width, utilize more than one tape for sufficient coverage and identification of the duct bank as required. When existing cables are to be placed in split duct, encased in concrete, the cable shall be carefully located and exposed by hand tools. Prior to being placed in duct, the RPR shall be notified so that he may inspect the cable and determine that it is in good condition. Where required, split duct shall be installed as shown on the drawings or as required by the RPR. 110-3.3 Conduits without concrete encasement. Trenches for single-conduit lines shall be not less than 6 inches (150 mm) nor more than 12 inches (300 mm) wide. The trench for 2 or more conduits installed at the same level shall be proportionately wider. Trench bottoms for conduits without concrete encasement shall be made to conform accurately to grade so as to provide uniform support for the conduit along its entire length. Unless otherwise shown on the plans, a layer of fine earth material, at least 4 inches (100 mm) thick (loose measurement) shall be placed in the bottom of the trench as bedding for the conduit. The bedding material


shall consist of soft dirt, sand or other fine fill, and it shall contain no particles that would be retained on a 1/4-inch (6.3 mm) sieve. The bedding material shall be tamped until firm. Flowable backfill may alternatively be used. Unless otherwise shown on plans, conduits shall be installed so that the tops of all conduits within the Airport’s secured area where trespassing is prohibited are at least 18 inches (0.5 m) below the finished grade. Conduits outside the Airport’s secured area shall be installed so that the tops of the conduits are at least 24 inches (60 cm) below the finished grade per National Electric Code (NEC), Table 300.5. When two or more individual conduits intended to carry conductors of equivalent voltage insulation rating are installed in the same trench without concrete encasement, they shall be spaced not less than 3 inches (75 mm) apart (measured from outside wall to outside wall) in a horizontal direction and not less than 6 inches (150 mm) apart in a vertical direction. Where two or more individual conduits intended to carry conductors of differing voltage insulation rating are installed in the same trench without concrete encasement, they shall be placed not less than 3 inches (75 mm) apart (measured from outside wall to outside wall) in a horizontal direction and lot less than 6 inches (150 mm) apart in a vertical direction. Trenches shall be opened the complete length between normal termination points before conduit is installed so that if any unforeseen obstructions are encountered, proper provisions can be made to avoid them. Conduits shall be installed using conduit spacers. No. 4 reinforcing bars shall be driven vertically into the soil a minimum of 6 inches (150 mm) to anchor the assembly into the earth while backfilling. For this purpose, the spacers shall be fastened down with locking collars attached to the vertical bars. Spacers shall be installed at 5-foot (1.5-m) intervals. Spacers shall be in the proper sizes and configurations to fit the conduits. Locking collars and spacers shall be submitted to the RPR for review prior to use. 110-3.4 Markers. The location of each end and of each change of direction of conduits and duct banks shall be marked by a concrete slab marker 2 feet (60 cm) square and 4 - 6 inches (100 - 150 mm) thick extending approximately one inch (25 mm) above the surface. The markers shall also be located directly above the ends of all conduits or duct banks, except where they terminate in a junction/access structure or building. Each cable or duct run from a line of lights and signs to the equipment vault must be marked at approximately every 200 feet (61 m) along the cable or duct run, with an additional marker at each change of direction of cable or duct run. The Contractor shall impress the word “DUCT” or “CONDUIT” on each marker slab. Impression of letters shall be done in a manner, approved by the RPR, for a neat, professional appearance. All letters and words must be neatly stenciled. After placement, all markers shall be given one coat of high-visibility orange paint, as approved by the RPR. The Contractor shall also impress on the slab the number and size of conduits beneath the marker along with all other necessary information as determined by the RPR. The letters shall be 4 inches (100 mm) high and 3 inches (75 mm) wide with width of stroke 1/2 inch (12 mm) and 1/4 inch (6 mm) deep or as large as the available space permits. Furnishing and installation of duct markers is incidental to the respective duct pay item. 110-3.5 Backfilling for conduits. For conduits, 8 inches (200 mm) of sand, soft earth, or other fine fill (loose measurement) shall be placed around the conduits ducts and carefully tamped around and over them with hand tampers. The remaining trench shall then be backfilled and compacted per Item P-152 except that material used for back fill shall be select material not larger than 4 inches (100 mm) in diameter. Flowable backfill may alternatively be used. Trenches shall not contain pools of water during back filling operations.


The trench shall be completely backfilled and tamped level with the adjacent surface; except that, where sod is to be placed over the trench, the backfilling shall be stopped at a depth equal to the thickness of the sod to be used, with proper allowance for settlement. Any excess excavated material shall be removed and disposed of per instructions issued by the RPR. 110-3.6 Backfilling for duct banks. After the concrete has cured, the remaining trench shall be backfilled and compacted per Item P-152 “Excavation and Embankment” except that the material used for backfill shall be select material not larger than 4 inches (100 mm) in diameter. In addition to the requirements of Item P-152, where duct banks are installed under pavement, one moisture/density test per lift shall be made for each 250 linear feet (76 m) of duct bank or one work period’s construction, whichever is less. Flowable backfill may alternatively be used. Trenches shall not contain pools of water during backfilling operations. The trench shall be completely backfilled and tamped level with the adjacent surface; except that, where sod is to be placed over the trench, the backfilling shall be stopped at a depth equal to the thickness of the sod to be used, with proper allowance for settlement. Any excess excavated material shall be removed and disposed of per instructions issued by the RPR. 110-3.7 Restoration. Where sod has been removed, it shall be replaced as soon as possible after the backfilling is completed. All areas disturbed by the work shall be restored to its original condition. The restoration shall include all specified topsoiling, fertilizing, seeding, and mulching as shown on the plans. The Contractor shall be held responsible for maintaining all disturbed surfaces and replacements until final acceptance. All restoration shall be considered incidental to the respective L-110 pay item. Following restoration of all trenching near airport movement surfaces, the Contractor shall thoroughly visually inspect the area for foreign object debris (FOD) and remove any such FOD that is found. This FOD inspection and removal shall be considered incidental to the pay item of which it is a component part. 110-3.8 Ownership of removed cable. Removed cable shall be coiled and banded for Owner use, unless otherwise specified.


110-4.1 Underground conduits and duct banks shall be measured by the linear feet (meter) of conduits and duct banks installed, including encasement, locator tape, trenching and backfill with designated material, and restoration, and for drain lines, the termination at the drainage structure, all measured in place, completed, and accepted. Separate measurement shall be made for the various types and sizes.

BASIS OF PAYMENT

110-5.1 Payment will be made at the contract unit price per linear foot for each type and size of conduit and duct bank completed and accepted, including trench and backfill with the designated material, and, for drain lines, the termination at the drainage structure. This price shall be full compensation for removal and disposal of existing duct banks and conduits as shown on the plans, furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete this item per the provisions and intent of the plans and specifications.


Payment will be made under:

Item L-110-5.1 P-153 CLSM Encased Electrical Duct Bank, # and Size – per linear foot (meter)

Item L-110-5.2 Non-Encased Electrical Conduit, # and Size – per linear foot (meter)

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Advisory Circular (AC)

AC 150/5340-30 Design and Installation Details for Airport Visual Aids AC 150/5345-53 Airport Lighting Equipment Certification Program

ASTM International (ASTM) ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement

National Fire Protection Association (NFPA) NFPA-70 National Electrical Code (NEC)

Underwriters Laboratories (UL) UL Standard 6 Electrical Rigid Metal Conduit - Steel UL Standard 514B Conduit, Tubing, and Cable Fittings UL Standard 514C Nonmetallic Outlet Boxes, Flush-Device Boxes, and Covers UL Standard 1242 Electrical Intermediate Metal Conduit Steel UL Standard 651 Schedule 40, 80, Type EB and A Rigid PVC Conduit and Fittings UL Standard 651A Type EB and A Rigid PVC Conduit and HDPE Conduit


ELECTRICAL JUNCTIONS L-115.1

ITEM L-115 ELECTRICAL MANHOLES AND JUNCTION STRUCTURES

DESCRIPTION

115-1.1 This item shall consist of electrical manholes and junction structures (hand holes, pull boxes, junction cans, etc.) installed per this specification, at the indicated locations and conforming to the lines, grades and dimensions shown on the plans or as required by the RPR. This item shall include the installation of each electrical manhole and/or junction structures with all associated excavation, backfilling, sheeting and bracing, concrete, reinforcing steel, ladders, appurtenances, testing, dewatering and restoration of surfaces to the satisfaction of the RPR including removal of existing manholes and junction structures as shown on the plans.


115-2.1 General.

a. All equipment and materials covered by referenced specifications shall be subject to acceptance through manufacturer’s certification of compliance with the applicable specification when so requested by the RPR.

b. Manufacturer’s certifications shall not relieve the Contractor of the responsibility to provide materials per these specifications. Materials supplied and/or installed that do not comply with these specifications shall be removed (when directed by the RPR) and replaced with materials that comply with these specifications at the Contractor’s cost.

c. All materials and equipment used to construct this item shall be submitted to the RPR for approval



plans and specifications. The Contractor’s submittals shall be electronically submitted in pdf format, tabbed by specification section. The RPR reserves the right to reject any and all equipment, materials or procedures that do not meet the system design and the standards and codes, specified in this document.

e. All equipment and materials furnished and installed under this section shall be warrantied per

General Provision 90-10. 115-2.2 Concrete structures. Concrete shall be proportioned, placed, and cured per Item P-610, Concrete for Miscellaneous Structures. Cast-in-place concrete structures shall be as shown on the plans. 115-2.3 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another engineer approved third party certification program. Provide precast concrete structures where shown on the plans.

L-115.2 ELECTRICAL JUNCTIONS

Precast concrete structures shall be an approved standard design of the manufacturer. Precast units shall have mortar or bitumastic sealer placed between all joints to make them watertight. The structure shall be designed to withstand 100,000-lb aircraft loads, unless otherwise shown on the plans. Openings or knockouts shall be provided in the structure as detailed on the plans. Threaded inserts and pulling eyes shall be cast in as shown on the plans. If the Contractor chooses to propose a different structural design, signed and sealed shop drawings, design calculations, and other information requested by the RPR shall be submitted by the Contractor to allow for a full evaluation by the RPR. The RPR shall review per the process defined in the General Provisions. 115-2.4 Junction boxes. Junction boxes shall be L-867 Class 1 (non-load bearing) or L-868 Class 1 (load bearing) airport light bases that are encased in concrete. The light bases shall have a L-894 blank cover, gasket, and stainless-steel hardware. All bolts, studs, nuts, lock washers, and other similar fasteners used for the light fixture assemblies must be fabricated from 316L (equivalent to EN 1.4404), 18-8, 410, or 416 stainless steel. If 18-8, 410, or 416 stainless steel is utilized it shall be passivated and be free from any discoloration. Covers shall be 3/8-inch (9-mm) thickness for L-867 and 3/4-inch (19-mm) thickness for L-868. All junction boxes shall be provided with both internal and external ground lugs. 115-2.5 Mortar. The mortar shall be composed of one part of cement and two parts of mortar sand, by volume. The cement shall be per the requirements in ASTM C150, Type I. The sand shall be per the requirements in ASTM C144. Hydrated lime may be added to the mixture of sand and cement in an amount not to exceed 15% of the weight of cement used. The hydrated lime shall meet the requirements of ASTM C206. Water shall be potable, reasonably clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substances injurious to the finished product. 115-2.6 Concrete. All concrete used in structures shall conform to the requirements of Item P-610, Concrete for Miscellaneous Structures. 115-2.7 Frames and covers. The frames shall conform to one of the following requirements:

a. ASTM A48 Gray iron castings b. ASTM A47 Malleable iron castings c. ASTM A27 Steel castings d. ASTM A283, Grade D Structural steel for grates and frames e. ASTM A536 Ductile iron castings f. ASTM A897 Austempered ductile iron castings

All castings specified shall withstand a maximum tire pressure of 145 psi and maximum load of 100,000 lbs. All castings or structural steel units shall conform to the dimensions shown on the plans and shall be designed to support the loadings specified. Each frame and cover unit shall be provided with fastening members to prevent it from being dislodged by traffic, but which will allow easy removal for access to the structure. All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized to meet the requirements of ASTM A123. Each cover shall have the word “ELECTRIC” or other approved designation cast on it. Each frame and cover shall be as shown on the plans or approved equivalent. No cable notches are required.


Each manhole shall be provided with a “DANGER -- PERMIT-REQUIRED CONFINED SPACE, DO NOT ENTER” safety warning sign as detailed in the Contract Documents and in accordance with OSHA 1910.146 (c)(2). 115-2.8 Ladders. Ladders, if specified, shall be galvanized steel or as shown on the plans. 115-2.9 Reinforcing steel. All reinforcing steel shall be deformed bars of new billet steel meeting the requirements of ASTM A615, Grade 60. 115-2.10 Bedding/special backfill. Bedding or special backfill shall be as shown on the plans. 115-2.11 Flowable backfill. Flowable material used to backfill shall conform to the requirements of Item P-153, Controlled Low Strength Material. 115-2.12 Cable trays. Cable trays shall be located as shown on the plans. 115-2.13 Plastic conduit. Plastic conduit shall comply with Item L-110, Airport Underground Electrical Duct Banks and Conduits. 115-2.14 Conduit terminators. Conduit terminators shall be pre-manufactured for the specific purpose and sized as required or as shown on the plans. 115-2.15 Pulling-in irons. Pulling-in irons shall be manufactured with 7/8-inch (22 mm) diameter hot-dipped galvanized steel or stress-relieved carbon steel roping designed for concrete applications (7 strand, 1/2-inch (12 mm) diameter with an ultimate strength of 270,000 psi (1862 MPa)). Where stress-relieved carbon steel roping is used, a rustproof sleeve shall be installed at the hooking point and all exposed surfaces shall be encapsulated with a polyester coating to prevent corrosion. 115-2.16 Ground rods. Ground rods shall be one piece, copper or copper clad steel. The ground rods shall be of the length and diameter specified on the plans, but in no case shall they be less than 8 feet (2.4 m) long nor less than 5/8 inch (16 mm) in diameter.


115-3.1 Unclassified excavation. It is the Contractor’s responsibility to locate existing utilities within the work area prior to excavation. Damage to utility lines, through lack of care in excavating, shall be repaired or replaced to the satisfaction of the RPR without additional expense to the Owner. The Contractor shall perform excavation for structures and structure footings to the lines and grades or elevations shown on the plans or as staked by the RPR. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footings shown. All excavation shall be unclassified and shall be considered incidental to Item L-115. Dewatering necessary for structure installation and erosion per federal, state, and local requirements is incidental to Item L-115. Boulders, logs and all other objectionable material encountered in excavation shall be removed. All rock and other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped or serrated, as directed by the RPR. All seams, crevices, disintegrated rock and thin strata shall be removed. When concrete is to rest on a surface other than rock, special care shall be taken not to disturb the bottom of the excavation. Excavation to final grade shall not be made until just before the concrete or reinforcing is to be placed.


The Contractor shall provide all bracing, sheeting and shoring necessary to implement and protect the excavation and the structure as required for safety or conformance to governing laws. The cost of bracing, sheeting and shoring shall be included in the unit price bid for the structure. Unless otherwise provided, bracing, sheeting and shoring involved in the construction of this item shall be removed by the Contractor after the completion of the structure. Removal shall be effected in a manner that will not disturb or mar finished masonry. The cost of removal shall be included in the unit price bid for the structure. After each excavation is completed, the Contractor shall notify the RPR. Structures shall be placed after the RPR has approved the depth of the excavation and the suitability of the foundation material. Prior to installation the Contractor shall provide a minimum of 6 inches (150 mm) of sand or a material approved by the RPR as a suitable base to receive the structure. The base material shall be compacted and graded level and at proper elevation to receive the structure in proper relation to the conduit grade or ground cover requirements, as indicated on the plans. 115-3.2 Concrete structures. Concrete structures shall be built on prepared foundations conforming to the dimensions and form indicated on the plans. The concrete and construction methods shall conform to the requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the plans and shall be approved by the RPR before the concrete is placed. 115-3.3 Precast unit installations. Precast units shall be installed plumb and true. Joints shall be made watertight by use of sealant at each tongue-and-groove joint and at roof of manhole. Excess sealant shall be removed and severe surface projections on exterior of neck shall be removed. 115-3.4 Placement and treatment of castings, frames and fittings. All castings, frames and fittings shall be placed in the positions indicated on the Plans or as directed by the RPR and shall be set true to line and to correct elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts shall be in place and position before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or concrete has set. Field connections shall be made with bolts, unless indicated otherwise. Welding will not be permitted unless shown otherwise on the approved shop drawings and written approval is granted by the casting manufacturer. Erection equipment shall be suitable and safe for the workman. Errors in shop fabrication or deformation resulting from handling and transportation that prevent the proper assembly and fitting of parts shall be reported immediately to the RPR and approval of the method of correction shall be obtained. Approved corrections shall be made at Contractor’s expense. Anchor bolts and anchors shall be properly located and built into connection work. Bolts and anchors shall be preset by the use of templates or such other methods as may be required to locate the anchors and anchor bolts accurately. Pulling-in irons shall be located opposite all conduit entrances into structures to provide a strong, convenient attachment for pulling-in blocks when installing cables. Pulling-in irons shall be set directly into the concrete walls of the structure. 115-3.5 Installation of ladders. Ladders shall be installed such that they may be removed if necessary. Mounting brackets shall be supplied top and bottom and shall be cast in place during fabrication of the structure or drilled and grouted in place after erection of the structure.


115-3.6 Removal of sheeting and bracing. In general, all sheeting and bracing used to support the sides of trenches or other open excavations shall be withdrawn as the trenches or other open excavations are being refilled. That portion of the sheeting extending below the top of a structure shall be withdrawn, unless otherwise directed, before more than 6 inches (150 mm) of material is placed above the top of the structure and before any bracing is removed. Voids left by the sheeting shall be carefully refilled with selected material and rammed tight with tools especially adapted for the purpose or otherwise as may be approved. The RPR may direct the Contractor to delay the removal of sheeting and bracing if, in his judgment, the installed work has not attained the necessary strength to permit placing of backfill. 115-3.7 Backfilling. After a structure has been completed, the area around it shall be backfilled in horizontal layers not to exceed 6 inches (150 mm) in thickness measured after compaction to the density requirements in Item P-152. Each layer shall be deposited all around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the RPR. Backfill shall not be placed against any structure until approval is given by the RPR. In the case of concrete, such approval shall not be given until tests made by the laboratory under supervision of the RPR establish that the concrete has attained sufficient strength to provide a factor of safety against damage or strain in withstanding any pressure created by the backfill or the methods used in placing it. Where required, the RPR may direct the Contractor to add, at his own expense, sufficient water during compaction to assure a complete consolidation of the backfill. The Contractor shall be responsible for all damage or injury done to conduits, duct banks, structures, property or persons due to improper placing or compacting of backfill. 115-3.8 Connection of duct banks. To relieve stress of joint between concrete-encased duct banks and structure walls, reinforcement rods shall be placed in the structure wall and shall be formed and tied into duct bank reinforcement at the time the duct bank is installed. 115-3.9 Grounding. A ground rod shall be installed in the floor of all concrete structures so that the top of rod extends 6 inches (150 mm) above the floor. The ground rod shall be installed within one foot (30 cm) of a corner of the concrete structure. Ground rods shall be installed prior to casting the bottom slab. Where the soil condition does not permit driving the ground rod into the earth without damage to the ground rod, the Contractor shall drill a 4-inch (100 mm) diameter hole into the earth to receive the ground rod. The hole around the ground rod shall be filled throughout its length, below slab, with Portland cement grout. Ground rods shall be installed in precast bottom slab of structures by drilling a hole through bottom slab and installing the ground rod. Bottom slab penetration shall be sealed watertight with Portland cement grout around the ground rod. A grounding bus of 4/0 bare stranded copper shall be exothermically bonded to the ground rod and loop the concrete structure walls. The ground bus shall be a minimum of one foot (30 cm) above the floor of the structure and separate from other cables. No. 2 American wire gauge (AWG) bare copper pigtails shall bond the grounding bus to all cable trays and other metal hardware within the concrete structure. Connections to the grounding bus shall be exothermic. If an exothermic weld is not possible, connections to the grounding bus shall be made by using connectors approved for direct burial in soil or concrete per UL 467. Hardware connections may be mechanical, using a lug designed for that purpose. 115-3.10 Cleanup and repair. After erection of all galvanized items, damaged areas shall be repaired by applying a liquid cold-galvanizing compound per MIL-P-21035. Surfaces shall be prepared and compound applied per the manufacturer’s recommendations. Prior to acceptance, the entire structure shall be cleaned of all dirt and debris.


115-3.11 Restoration. After the backfill is completed, the Contractor shall dispose of all surplus material, dirt and rubbish from the site. The Contractor shall restore all disturbed areas equivalent to or better than their original condition. All sodding, grading and restoration shall be considered incidental to the respective Item L-115 pay item. The Contractor shall grade around structures as required to provide positive drainage away from the structure. Areas with special surface treatment, such as roads, sidewalks, or other paved areas shall have backfill compacted to match surrounding areas, and surfaces shall be repaired using materials comparable to original materials. Following restoration of all trenching near airport movement surfaces, the Contractor shall thoroughly visually inspect the area for foreign object debris (FOD) and remove any such FOD that is found. This FOD inspection and removal shall be considered incidental to the pay item of which it is a component part. After all work is completed, the Contractor shall remove all tools and other equipment, leaving the entire site free, clear and in good condition. 115-3.12 Inspection. Prior to final approval, the electrical structures shall be thoroughly inspected for conformance with the plans and this specification. Any indication of defects in materials or workmanship shall be further investigated and corrected. The earth resistance to ground of each ground rod shall not exceed 25 ohms. Each ground rod shall be tested using the fall-of-potential ground impedance test per American National Standards Institute / Institute of Electrical and Electronic Engineers (ANSI/IEEE) Standard 81. This test shall be performed prior to establishing connections to other ground electrodes. 115-3.13 Manhole elevation adjustments. The Contractor shall adjust the tops of existing manholes in areas designated in the Contract Documents to the new elevations shown. The Contractor shall be responsible for determining the exact height adjustment required to raise or lower the top of each manhole to the new elevations. The existing top elevation of each manhole to be adjusted shall be determined in the field and subtracted/added from the proposed top elevation. The Contractor shall remove/extend the existing top section or ring and cover on the manhole structure or manhole access. The Contractor shall install precast concrete sections or grade rings of the required dimensions to adjust the manhole top to the new proposed elevation or shall cut the existing manhole walls to shorten the existing structure, as required by final grades. The Contractor shall reinstall the manhole top section or ring and cover on top and check the new top elevation. The Contractor shall construct a concrete slab around the top of adjusted structures located in graded areas that are not to be paved. The concrete slab shall conform to the dimensions shown on the plans. 115-3.14 Duct extension to existing ducts. Where existing concrete encased ducts are to be extended, the duct extension shall be concrete encased plastic conduit. The fittings to connect the ducts together shall be standard manufactured connectors designed and approved for the purpose. The duct extensions shall be installed according to the concrete encased duct detail and as shown on the plans.


115-4.1 Electrical manholes and junction structures shall be measured by each unit completed in place and accepted. The following items shall be included in the price of each unit: All required excavation and dewatering; sheeting and bracing; all required backfilling with on-site materials; restoration of all surfaces


and finished grading and turfing; all required connections; temporary cables and connections; and ground rod testing 115-4.2 Manhole elevation adjustments shall be measured by the completed unit installed, in place, completed, and accepted. Separate measurement shall not be made for the various types and sizes.

BASIS OF PAYMENT

115-5.1 The accepted quantity of electrical manholes and junction structures will be paid for at the Contract unit price per each, complete and in place. This price shall be full compensation for furnishing all materials and for all preparation, excavation, backfilling and placing of the materials, furnishing and installation of appurtenances and connections to duct banks and other structures as may be required to complete the item as shown on the plans and for all labor, equipment, tools and incidentals necessary to complete the structure. 115-5.2 Payment shall be made at the contract unit price for manhole elevation adjustments. This price shall be full compensation for furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary, including but not limited to, spacers, concrete, rebar, dewatering, excavating, backfill, topsoil, sodding and pavement restoration, where required, to complete this item as shown in the plans and to the satisfaction of the RPR. Payment will be made under:

Item L-115-5.1 Electrical Manhole, as specified – Per Each Item L-115-5.2 Electrical Junction Structure, L-867B or D, as specified – Per Each Item L-115-5.3 Existing Electrical Manhole/Junction Structure Elevation Adjustment, L-

867B or D, as specified – Per Each Item L-115-5.4 Electrical Handhole, as specified – Per Each

REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. American National Standards Institute / Insulated Cable Engineers Association (ANSI/ICEA)

ANSI/IEEE STD 81 IEEE Guide for Measuring Earth Resistivity, Ground Impedance, and Earth Surface Potentials of a Ground System

Advisory Circular (AC)

AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting Circuits

AC 150/5345-26 Specification for L-823 Plug and Receptacle, Cable Connectors AC 150/5345-42 Specification for Airport Light Bases, Transformer Housings, Junction

Boxes, and Accessories AC 150/5340-30 Design and Installation Details for Airport Visual Aids AC 150/5345-53 Airport Lighting Equipment Certification Program

Commercial Item Description (CID) A-A 59544 Cable and Wire, Electrical (Power, Fixed Installation)

ASTM International (ASTM) ASTM A27 Standard Specification for Steel Castings, Carbon, for General Application ASTM A47 Standard Specification for Ferritic Malleable Iron Castings ASTM A48 Standard Specification for Gray Iron Castings


ASTM A123 Standard Specification for Zinc (Hot Dip Galvanized) Coatings on Iron and Steel Products

ASTM A283 Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

ASTM A536 Standard Specification for Ductile Iron Castings ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement ASTM A897 Standard Specification for Austempered Ductile Iron Castings ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement ASTM C206 Standard Specification for Finishing Hydrated Lime

FAA Engineering Brief (EB) EB #83 In Pavement Light Fixture Bolts

Mil Spec MIL-P-21035 Paint High Zinc Dust Content, Galvanizing Repair

National Fire Protection Association (NFPA) NFPA-70 National Electrical Code (NEC)

END OF ITEM L-115

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INSTALLATION OF AIRPORT LIGHTING SYSTEMS L-125.1

ITEM L-125 INSTALLATION OF AIRPORT LIGHTING SYSTEMS

DESCRIPTION 125-1.1 This item shall consist of airport lighting systems furnished and installed in accordance with this specification, the referenced specifications, and the applicable advisory circulars (ACs). The systems shall be installed at the locations and in accordance with the dimensions, design, and details shown in the plans. This item shall include the furnishing of all equipment, materials, services, and incidentals necessary to place the systems in operation as completed units to the satisfaction of the RPR.


125-2.1 General.

a. Airport lighting equipment and materials covered by Federal Aviation Administration (FAA) specifications shall be certified under the Airport Lighting Equipment Certification Program in accordance with AC 150/5345-53, current version. FAA certified airfield lighting shall be compatible with each other to perform in compliance with FAA criteria and the intended operation. If the Contractor provides equipment that does not performs as intended because of incompatibility with the system, the Contractor assumes all costs to correct the system to operate properly.

b. Manufacturer's certifications shall not relieve the Contractor of their responsibility to provide

materials in accordance with these specifications and acceptable to the RPR. Materials supplied and/or installed that do not comply with these specifications shall be removed, when directed by the RPR and replaced with materials which do comply with these specifications, at the sole cost of the Contractor.

c. All materials and equipment used shall be submitted to the RPR for approval prior to ordering the

equipment. Submittals consisting of marked catalog sheets or shop drawings shall be provided. Clearly mark each copy to identify pertinent products or models applicable to this project. Indicate all optional equipment and delete non-pertinent data. Submittals for components of electrical equipment and systems shall identify the equipment for which they apply on each submittal sheet. Markings shall be clearly made with arrows or circles (highlighting is not acceptable). The Contractor shall be responsible for delays in the project accruing directly or indirectly from late submissions or resubmissions of submittals.


plans and specifications. The Contractor’s submittals shall be in an electronic pdf file format, tabbed by specification section. The RPR reserves the right to reject any or all equipment, materials or procedures, which, in the RPR’s opinion, does not meet the system design and the standards and codes, specified herein.

e. All equipment and materials furnished and installed under this section shall be guaranteed against

defects in materials and workmanship for a period of at least twelve (12) months (LED light fixtures shall be warrantied for a minimum of 4-years) from final acceptance by the Owner. The defective materials and/or equipment shall be repaired or replaced, at the Owner's discretion, with no additional cost to the Owner.


125-2.2 Conduit/Duct. Conduit shall conform to Specification Item L-110 Airport Underground Electrical Duct Banks and Conduits.

L-125.2 INSTALLATION OF AIRPORT LIGHTING SYSTEMS

125-2.3 Cable and Counterpoise. Cable and Counterpoise shall conform to Item L-108 Underground Power Cable for Airports. 125-2.4 Tape. Rubber and plastic electrical tapes shall be Scotch Electrical Tape Numbers 23 and 88 respectively, as manufactured by 3M Company or an approved equal. 125-2.5 Cable Connections. Cable Connections shall conform to Item L-108 Installation of Underground Cable for Airports. 125-2.6 Retroreflective Markers. Retroreflective markers shall be type L-853 and shall conform to the requirements of AC 150/5345-39. 125-2.7 Runway and Taxiway Lights. Runway and taxiway lights shall conform to the requirements of AC 150/5345-46. Lamps shall be of size and type indicated, or as required by fixture manufacturer for each lighting fixture required under this contract. Filters shall be of colors conforming to the specification for the light concerned or to the standard referenced.

Lights Type Class Mode Style Option Base Color Transformer Notes

L-861 2 1 N/A

L-867 Bidirectional as Specified

L-830 24”

height

L-861E 2 1 N/A

L-867 Red-Green L-830 24”

height

L-861SE 2 1 N/A

L-867 Red-Green L-830 24”

height

L-861T 2 1 N/A

L-867 Blue L-830 24”

height 125-2.8 Runway and Taxiway Signs. Runway and Taxiway Guidance Signs should conform to the requirements of AC 150/5345-44.

Signs Type Size Style Class Mode Notes

L-858Y Size 1 or 2, as specified

Style 2 2 2

L-858R Size 2 Style 2 2 2 L-858L Size 2 Style 2 2 2 L-858B Size 5 Style 2 2 2

125-2.9 Runway End Identifier Light (REIL). Not required. 125-2.10 Precision Approach Path Indicator (PAPI). The light units for the PAPI shall meet the requirements of AC 150/5345-28, Type L-880 or L-881, as specified, Style A, Class II. 125-2.11 Circuit Selector Cabinet. The circuit selector cabinet shall meet the requirements of AC 150/5345-5, Type L-847, one to four circuit control, as indicated, Class B, outdoor, Rating 1, for 6.6 amperes. 125-2.12 Light Base, Junction Cans, and Transformer Housings. Light Base and Transformer Housings should conform to the requirements of AC 150/5345-42. Light bases and junction cans shall be Type L-867, Class IA, Size B or D, as specified, shall be provided as indicated or as required to accommodate the

INSTALLATION OF AIRPORT LIGHTING SYSTEMS L-125.3

fixture or device installed thereon. Base plates, cover plates, and adapter plates shall be provided to accommodate various sizes of fixtures. 125-2.13 Isolation Transformers. Isolation Transformers shall be Type L-830 or L-831, size as required for each installation. Transformer shall conform to AC 150/5345-47.

INSTALLATION 125-3.1 Installation. The Contractor shall furnish, install, connect and test all equipment, accessories, conduit, cables, wires, buses, grounds and support items necessary to ensure a complete and operable airport lighting system as specified here and shown in the plans. The equipment installation and mounting shall comply with the requirements of the National Electrical Code and state and local code agencies having jurisdiction. The Contractor shall install the specified equipment in accordance with the applicable advisory circulars and the details shown on the plans. 125-3.2 Testing. All lights shall be fully tested by continuous operation for not less than 24 hours as a completed system prior to acceptance. The test shall include operating the constant current regulator in each step not less than 10 times at the beginning and end of the 24-hour test. The fixtures shall illuminate properly during each portion of the test. 125-3.3 Shipping and Storage. Equipment shall be shipped in suitable packing material to prevent damage during shipping. Store and maintain equipment and materials in areas protected from weather and physical damage. Any equipment and materials, in the opinion of the RPR, damaged during construction or storage shall be replaced by the Contractor at no additional cost to the owner. Painted or galvanized surfaces that are damaged shall be repaired in accordance with the manufacturer’s recommendations. 125-3.4 Elevated and In-pavement Lights. Water, debris, and other foreign substances shall be removed prior to installing fixture base and light. A jig or holding device shall be used when installing each light fixture to ensure positioning to the proper elevation, alignment, level control, and azimuth control. Light fixtures shall be oriented with the light beams parallel to the runway or taxiway centerline and facing in the required direction. The outermost edge of fixture shall be level with the surrounding pavement. Surplus sealant or flexible embedding material shall be removed. The holding device shall remain in place until sealant has reached its initial set.


125-4.1 The quantity of airport lighting systems to be paid for under this item shall be the number of each type installed as completed units in place, ready for operation, and accepted by the RPR.

BASIS OF PAYMENT 125-5.1 Payment will be made at the Contract unit price for each complete runway or taxiway light, guidance sign, reflective marker, runway end identification light, precision approach path indicator, or abbreviated precision approach path indicator installed by the Contractor and accepted by the RPR. This payment will be full compensation for furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools and incidentals necessary to complete this item.

L-125.4 INSTALLATION OF AIRPORT LIGHTING SYSTEMS

Payment will be made under: Item L-125-5.1 Medium Intensity Runway Lights, L-861, Specified Lens, Base Mounted, in place with

Lamp, L-867 Junction Can, and L-830 Transformer – per each. Item L-125-5.2 Medium Intensity Taxiway Lights, L-861T, Blue Lens, Base Mounted, in place with

LED Lamp, L-867 Junction Can, and L-830-1 Transformer – per each. Item L-125-5.3 Retroflective Taxiway Markers, L-853, Blue, Stake Mounted, in place – per each. Item L-125-5.4 Medium Intensity Threshold Lights, L-861E 180 Degree Red/Green Lens, Base

Mounted, in place with Lamp, Base, L-867 Junction Can, and L-830 Transformer - per each.

Item L-125-5.5 L-858 Internally LED Lighted Sign with Lamps, Base, L-867 Junction Can, and L-830

Transformer in place – per each. Item L-125-5.6 L-858 Non-Lighted Sign, including concrete base, in place – per each. Item L-125-5.7 Installation of L-880 or L-881 PAPI system assembly, in place – per each installation.

REFERENCES


AC 150/5340-18 Standards for Airport Sign Systems AC 150/5340-26 Maintenance of Airport Visual Aid Facilities AC 150/5340-30 Design and Installation Details for Airport Visual Aids AC 150/5345-5 Circuit Selector Switch AC 150/5345-7 Specification for L-824 Underground Electrical Cable for Airport Lighting

Circuits AC 150/5345-26 Specification for L-823 Plug and Receptacle, Cable Connectors AC 150/5345-28 Precision Approach Path Indicator (PAPI) Systems AC 150/5345-39 Specification for L-853, Runway and Taxiway Retroreflective Markers AC 150/5345-42 Specification for Airport Light Bases, Transformer Housings, Junction

Boxes, and Accessories AC 150/5345-44 Specification for Runway and Taxiway Signs AC 150/5345-46 Specification for Runway and Taxiway Light Fixtures AC 150/5345-47 Specification for Series to Series Isolation Transformers for Airport

Lighting Systems AC 150/5345-51 Specification for Discharge-Type Flashing Light Equipment AC 150/5345-53 Airport Lighting Equipment Certification Program

Engineering Brief (EB) No. 67 Light Sources Other than Incandescent and Xenon for Airport and Obstruction Lighting Fixtures

END OF ITEM L-125

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PREPARATION/REMOVAL OF EXISTING PAVEMENTS P-101.1

ITEM P-101 PREPARATION/REMOVAL OF EXISTING PAVEMENTS

DESCRIPTION 101-1 This item shall consist of preparation of existing pavement surfaces for overlay, surface treatments, removal of existing pavement, and other miscellaneous items. The work shall be accomplished in accordance with these specifications and the applicable plans.

EQUIPMENT AND MATERIALS 101-2 All equipment and materials shall be specified here and in the following paragraphs or approved by the Resident Project Representative (RPR). The equipment shall not cause damage to the pavement to remain in place.

CONSTRUCTION 101-3.1 Removal of existing pavement. The Contractor’s removal operation shall be controlled to not damage adjacent pavement structure, and base material, cables, utility ducts, pipelines, or drainage structures which are to remain under the pavement.

a. Concrete pavement removal. Full depth saw cuts shall be made perpendicular to the slab surface. The Contractor shall saw through the full depth of the slab including any dowels at the joint, removing the pavement and installing new dowels as shown on the plans and per the specifications. Where the perimeter of the removal limits is not located on the joint and there are no dowels present, the perimeter shall be saw cut the full depth of the pavement. The pavement inside the saw cut shall be removed by methods which will not cause distress in the pavement which is to remain in place. Unless otherwise noted, the concrete material is not permitted to be wasted on the airport site. Concrete slabs that are damaged by under breaking shall be repaired or removed and replaced as directed by the RPR. The edge of existing concrete pavement against which new pavement abuts shall be protected from damage at all times. Spall and underbreak repair shall be in accordance with the plans. Any underlaying material that is to remain in place, shall be recompacted and/or replaced as shown on the plans. Adjacent areas damaged during repair shall be repaired or replaced at the Contractor’s expense.

b. Asphalt pavement removal. Asphalt pavement to be removed shall be cut to the full depth of the asphalt pavement around the perimeter of the area to be removed. Unless otherwise noted, the concrete material is not permitted to be wasted on the airport site.

c. Repair or removal of Base, Subbase, and/or Subgrade. All failed material including surface, base course, subbase course, and subgrade shall be removed and repaired as shown on the plans or as directed by the RPR. Materials and methods of construction shall comply with the applicable sections of these specifications. Any damage caused by Contractor’s removal process shall be repaired at the Contractor’s expense.

101-3.2 Preparation of joints and cracks prior to overlay/surface treatment. Remove all vegetation and debris from cracks to a minimum depth of 1 inch (25 mm). If extensive vegetation exists, treat the specific area with a concentrated solution of a water-based herbicide approved by the RPR. Fill all cracks greater than 1/4 inch (6 mm) wide) with a crack sealant per ASTM D6690. The crack sealant, preparation, and application shall be compatible with the surface treatment/overlay to be used. To minimize contamination

P-101.2 PREPARATION/REMOVAL OF EXISTING PAVEMENTS

of the asphalt with the crack sealant, underfill the crack sealant a minimum of 1/8 inch (3 mm), not to exceed ¼ inch (6 mm). Any excess joint or crack sealer shall be removed from the pavement surface. Wider cracks (over 1-1/2 inch wide (38 mm)), along with soft or sunken spots, indicate that the pavement or the pavement base should be repaired or replaced as stated below. Cracks and joints may be filled with a mixture of emulsified asphalt and aggregate. The aggregate shall consist of limestone, volcanic ash, sand, or other material that will cure to form a hard substance. The combined gradation shall be as shown in the following table.

Gradation Sieve Size Percent Passing No. 4 (4.75 mm) 100 No. 8 (2.36 mm) 90-100 No. 16 (1.18 mm) 65-90 No. 30 (600 µm) 40-60 No. 50 (300 µm) 25-42 No. 100 (150 µm) 15-30 No. 200 (75 µm) 10-20

Up to 3% cement can be added to accelerate the set time. The mixture shall not contain more than 20% natural sand without approval in writing from the RPR. The proportions of asphalt emulsion and aggregate shall be determined in the field and may be varied to facilitate construction requirements. Normally, these proportions will be approximately one-part asphalt emulsion to five parts aggregate by volume. The material shall be poured or placed into the joints or cracks and compacted to form a voidless mass. The joint or crack shall be filled to within +0 to -1/8 inches (+0 to -3 mm) of the surface. Any material spilled outside the width of the joint shall be removed from the pavement surface prior to constructing the overlay. Where concrete overlays are to be constructed, only the excess joint material on the pavement surface and vegetation in the joints need to be removed. 101-3.3 Removal of Foreign Substances/contaminates prior to overlay, seal-coat, or remarking. Removal of foreign substances/contaminates from existing pavement that will affect the bond of the new treatment shall consist of removal of rubber, fuel spills, oil, crack sealer, at least 90% of paint, and other foreign substances from the surface of the pavement. Areas that require removal are designated on the plans and as directed by the RPR in the field during construction. Chemicals, high-pressure water, heater scarifier (asphaltic concrete only), rotary grinding, sandblasting may be used. If chemicals are used, they shall comply with the state’s environmental protection regulations. Removal methods used shall not cause major damage to the pavement, or to any structure or utility within or adjacent to the work area. Major damage is defined as changing the properties of the pavement, removal of asphalt causing the aggregate to ravel, or removing pavement over 1/8 inch (3 mm) deep. If it is deemed by the RPR that damage to the existing pavement is caused by operational error, such as permitting the application method to dwell in one location for too long, the Contractor shall repair the damaged area without compensation and as directed by the RPR. Removal of foreign substances shall not proceed until approved by the RPR. Water used for high-pressure water equipment shall be provided by the Contractor at the Contractor's expense. No material shall be deposited on the pavement shoulders. All wastes shall be disposed of in areas indicated in this specification or shown on the plans.


101-3.4 Concrete spall or failed asphaltic concrete pavement repair.

a. Repair of concrete spalls in areas to be overlaid with asphalt. The Contractor shall repair all spalled concrete as shown on the plans or as directed by the RPR. The perimeter of the repair shall be saw cut a minimum of 2 inches (50 mm) outside the affected area and 2 inches (50 mm) deep. The deteriorated material shall be removed to a depth where the existing material is firm or cannot be easily removed with a geologist pick. The removed area shall be filled with asphalt mixture with aggregate sized appropriately for the depth of the patch. The material shall be compacted with equipment approved by the RPR until the material is dense and no movement or marks are visible. The material shall not be placed in lifts over 4 inches (100 mm) in depth. This method of repair applies only to pavement to be overlaid.

b. Asphalt pavement repair. The Contractor shall repair all spalled concrete as shown on the plans

or as directed by the RPR. The failed areas shall be removed as specified in paragraph 101-3.1b. All failed material including surface, base course, subbase course, and subgrade shall be removed. Materials and methods of construction shall comply with the applicable sections of these specifications.

101-3.5 Cold milling. Milling shall be performed with a power-operated milling machine or grinder, capable of producing a uniform finished surface. The milling machine or grinder shall operate without tearing or gouging the underlaying surface. The milling machine or grinder shall be equipped with grade and slope controls, and a positive means of dust control. All millings shall be removed and disposed off-site, unless otherwise specified. If the Contractor mills or grinds deeper or wider than the plans specify, the Contractor shall replace the material removed with new material at the Contractor’s Expense.

a. Patching. The milling machine shall be capable of cutting a vertical edge without chipping or spalling the edges of the remaining pavement and it shall have a positive method of controlling the depth of cut. The RPR shall layout the area to be milled with a straightedge in increments of 1-foot (30 cm) widths. The area to be milled shall cover only the failed area. Any excessive area that is milled because the Contractor doesn’t have the appropriate milling machine, or areas that are damaged because of his negligence, shall be repaired by the Contractor at the Contractor’s Expense.

b. Profiling, grade correction, or surface correction. The milling machine shall have a minimum

width of 7 feet (2 m) and it shall be equipped with electronic grade control devices that will cut the surface to the grade specified. The tolerances shall be maintained within +0 inch and -1/4 inch (+0 mm and -6mm) of the specified grade. The machine must cut vertical edges and have a positive method of dust control. The machine must have the ability to windrow the millings or cuttings or remove the millings or cuttings from the pavement and load them into a truck. All millings shall be removed and disposed of off the airport, unless otherwise specified.

c. Clean-up. The Contractor shall sweep the milled surface daily and immediately after the milling

until all residual materials are removed from the pavement surface. Prior to paving, the Contractor shall wet down the milled pavement and thoroughly sweep and/or blow the surface to remove loose residual material. Waste materials shall be collected and removed from the pavement surface and adjacent areas by sweeping or vacuuming. Waste materials shall be removed and disposed off the airport, unless otherwise specified.

101-3.6. Preparation of asphalt pavement surfaces prior to surface treatment. Existing asphalt pavements to be treated with a surface treatment shall be prepared as follows:

a. Patch asphalt pavement surfaces that have been softened by petroleum derivatives or have failed due to any other cause. Remove damaged pavement to the full depth of the damage and replace


with new asphalt pavement similar to that of the existing pavement in accordance with paragraph 101-3.4b.

b. Repair joints and cracks in accordance with paragraph 101-3.2. c. Remove oil or grease that has not penetrated the asphalt pavement by scrubbing with a detergent

and washing thoroughly with clean water. After cleaning, treat these areas with an oil spot primer.

d. Clean pavement surface immediately prior to placing the surface treatment so that it is free of dust, dirt, grease, vegetation, oil or any type of objectionable surface film.

101-3.7 Maintenance. The Contractor shall perform all maintenance work necessary to keep the pavement in a satisfactory condition until the full section is complete and accepted by the RPR. The surface shall be kept clean and free from foreign material. The pavement shall be properly drained at all times. If cleaning is necessary or if the pavement becomes disturbed, any work repairs necessary shall be performed at the Contractor’s expense. 101-3.8 Preparation of Joints in Rigid Pavement prior to resealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the joint and does not damage the joint. 101-3.8.1 Removal of Existing Joint Sealant. All existing joint sealants will be removed by plowing or use of hand tools. Any remaining sealant and or debris will be removed by use of wire brushes or other tools as necessary. Resaw joints removing no more than 1/16 inch (2 mm) from each joint face. Immediately after sawing, flush out joint with water and other tools as necessary to completely remove the slurry. 101-3.8.2 Cleaning prior to sealing. Immediately before sealing, joints shall be cleaned by removing any remaining laitance and other foreign material. Allow sufficient time to dry out joints prior to sealing. Joint surfaces will be surface-dry prior to installation of sealant. 101-3.8.3 Joint sealant. Joint material and installation will be in accordance with Item P-605 or Item P-604, as specified. 101-3.9 Preparation of Cracks in Flexible Pavement prior to sealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the cracks and does not damage the pavement. 101-3.9.1 Preparation of Crack. Widen crack with router by removing a minimum of 1/16 inch (2 mm) from each side of crack. Immediately before sealing, cracks will be blown out with a hot air lance combined with oil and water-free compressed air. 101-3.9.2 Removal of Existing Crack Sealant. Existing sealants will be removed by routing. Following routing any remaining debris will be removed by use of a hot lance combined with oil and water-free compressed air. 101-3.9.3 Crack Sealant. Crack sealant material and installation will be in accordance with Item P-605.


101-3.9.4 Removal of Pipe and other Buried Structures.

a. Removal of Existing Pipe Material. Remove the types of pipe as indicated on the plans. The pipe material shall be legally disposed of off-site in a timely manner following removal. Trenches shall be backfilled with material equal to or better in quality than adjacent embankment. Trenches under paved areas must be compacted in accordance with Item P-152.

b. Removal of Inlets/Manholes. Where indicated on the plans or as directed by the RPR, inlets and/or

manholes shall be removed and legally disposed of off-site in a timely fashion after removal. Excavations after removal shall be backfilled with material equal or better in quality than adjacent embankment. When under paved areas must be compacted in accordance with Item P-152, when outside of paved areas must be compacted to 95% of ASTM D698.


101-4.1 Pavement removal. The unit of measurement for pavement removal shall be the number of square yards (square meters) removed by the Contractor. Any pavement removed outside the limits of removal because the pavement was damaged by negligence on the part of the Contractor shall not be included in the measurement for payment. No direct measurement or payment shall be made for saw cutting. Saw cutting shall be incidental to pavement removal. Dowel bar installation shall be incidental to pavement removal. 101-4.2 Joint and crack repair. The unit of measurement for joint and crack repair shall be the linear foot (meter) of joint. 101-4.3 Removal of Foreign Substances/contaminates. The unit of measurement for foreign Substances/contaminates removal shall be the square foot (meter). 101-4.4 Spalled and failed asphalt pavement repair. The unit of measure for failed asphalt pavement repair shall be square foot (square meter). 101-4.5 Concrete Spall Repair. The unit of measure for concrete spall repair shall lump sum, including all labor, equipment, tools, and incidentals. Materials to be paid separately. 101-4.6 Cold milling. The unit of measure for cold milling shall be specified inches of milling per square yard (square meter). The location and average depth of the cold milling shall be as shown on the plans. If the initial cut does not correct the condition, the Contractor shall re-mill the area and will be paid for the total depth of milling. 101-4.7 Removal of Pipe and other Buried Structures. The unit of measurement for removal of pipe and other buried structures will be lump sum. The work covered by this section shall be made at the contract unit price for each completed and accepted item. This price shall be full compensation for all labor, equipment, tools, and incidentals necessary to complete this item in accordance with paragraph 101-3.9.4.

BASIS OF PAYMENT 101-5.1 Payment. Payment shall be made at contract unit price for the unit of measurement as specified above. This price shall be full compensation for furnishing all materials and for all preparation, hauling, and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete this item.

Item P 101-5.1 Pavement Removal – per square yard (square meter)


Item P 101-5.2 Joint and Crack Repair – per linear foot (meter) Item P 101-5.3 Removal of Foreign Substances/contaminates – per square foot (square

meter) Item P-101-5.4 Spalled and Failed Asphalt Pavement Repair – per square foot (square

meter) Item P-101-5.5 Concrete Spall Repair – per lump sum. Item P-101-5.6 Cold Milling – per square yard (square meter) Item P-101-5.7 Removal of Pipe and other Buried Structures – per lump sum

REFERENCES


AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements.

ASTM International (ASTM) ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for

Concrete and Asphalt Pavements

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CLEARING AND GRUBBING P-151.1

ITEM P-151 CLEARING AND GRUBBING

DESCRIPTION 151-1.1 This item shall consist of clearing or clearing and grubbing, including the disposal of materials, for all areas within the limits designated on the plans or as required by the Resident Project Representative (RPR).

a. Clearing shall consist of the cutting and removal of all trees, stumps, brush, logs, hedges, the removal of fences and other loose or projecting material from the designated areas. The grubbing of stumps and roots will not be required.

b. Clearing and grubbing shall consist of clearing the surface of the ground of the designated areas of all trees, stumps, down timber, logs, snags, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, structures, debris, and rubbish of any nature, natural obstructions or such material which in the opinion of the RPR is unsuitable for the foundation of strips, pavements, or other required structures, including the grubbing of stumps, roots, matted roots, foundations, and the disposal from the project of all spoil materials resulting from clearing and grubbing.

c. Tree Removal. Tree Removal shall consist of the cutting and removal of isolated single trees or

isolated groups of trees, and the grubbing of stumps and roots. The removal of all the trees of this classification shall be in accordance with the requirements for the particular area being cleared.


151-2.1 General. The areas denoted on the plans to be cleared and / or cleared and grubbed shall be staked on the ground by the Contractor as indicated on the plans. The removal of existing structures and utilities required to permit orderly progress of work shall be accomplished by local agencies, unless otherwise shown on the plans. Whenever a telephone pole, pipeline, conduit, sewer, roadway, or other utility is encountered and must be removed or relocated, the Contractor shall advise the RPR who will notify the proper local authority or owner to secure prompt action. 151-2.1.1 Disposal. All materials removed by clearing or by clearing and grubbing shall be disposed of outside the Airport’s limits at the Contractor’s responsibility, except when otherwise directed by the RPR. As far as practicable, waste concrete and masonry shall be placed on slopes of embankments or channels. When embankments are constructed of such material, this material shall be placed in accordance with requirements for formation of embankments. Any broken concrete or masonry that cannot be used in construction and all other materials not considered suitable for use elsewhere, shall be disposed of by the Contractor. In no case, shall any discarded materials be left in windrows or piles adjacent to or within the airport limits. The manner and location of disposal of materials shall be subject to the approval of the RPR and shall not create an unsightly or objectionable view. When the Contractor is required to locate a disposal area outside the airport property limits, the Contractor shall obtain and file with the RPR permission in writing from the property owner for the use of private property for this purpose. 151-2.1.2 Blasting. Blasting shall not be allowed. 151-2.2 Clearing. The Contractor shall clear the staked or indicated area of all materials as indicated on the plans. Trees unavoidably falling outside the specified clearing limits must be cut up, removed, and disposed of in a satisfactory manner. To minimize damage to trees that are to be left standing, trees shall be felled toward the center of the area being cleared. The Contractor shall preserve and protect from injury all

P-151.2 CLEARING AND GRUBBING

trees not to be removed. The trees, stumps, and brush shall be cut flush with the original ground surface. The grubbing of stumps and roots will not be required. Fences shall be removed and disposed of as directed by the RPR. Fence wire shall be neatly rolled and the wire and posts stored on the airport if they are to be used again, or stored at a location designated by the RPR if the fence is to remain the property of a local owner or authority. 151-2.3 Clearing and grubbing. In areas designated to be cleared and grubbed, all stumps, roots, buried logs, brush, grass, and other unsatisfactory materials as indicated on the plans, shall be removed, except where embankments exceeding 3-1/2 feet (105 cm) in depth will be constructed outside of paved areas. For embankments constructed outside of paved areas, all unsatisfactory materials shall be removed, but sound trees, stumps, and brush can be cut off flush with the original ground and allowed to remain. Tap roots and other projections over 1-1/2 inches (38 mm) in diameter shall be grubbed out to a depth of at least 18 inches (0.5 m) below the finished subgrade or slope elevation. Any buildings and miscellaneous structures that are shown on the plans to be removed shall be demolished or removed, and all materials shall be disposed of by removal from the site. The cost of removal is incidental to this item. The remaining or existing foundations, wells, cesspools, and like structures shall be destroyed by breaking down the materials of which the foundations, wells, cesspools, etc., are built to a depth at least 2 feet (60 cm) below the existing surrounding ground. Any broken concrete, blocks, or other objectionable material that cannot be used in backfill shall be removed and disposed of at the Contractor’s expense. The holes or openings shall be backfilled with acceptable material and properly compacted. All holes in embankment areas remaining after the grubbing operation shall have the sides of the holes flattened to facilitate filling with acceptable material and compacting as required in Item P-152. The same procedure shall be applied to all holes remaining after grubbing in areas where the depth of holes exceeds the depth of the proposed excavation.

METHOD OF MEASUREMENT 151-3.1 The quantities of clearing as shown by the limits on the plans shall be per lump sum of land specifically cleared. 151-3.2 The quantities of clearing and grubbing as shown by the limits on the plans shall be per lump sum of land specifically cleared and grubbed. 151-3.3 The quantity of tree removal as shown on the plans shall be the number of individual trees of land specifically cleared.

BASIS OF PAYMENT 151-4.1 Payment shall be made at the contract unit price per lump sum for clearing. This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item. 151-4.2 Payment shall be made at the contract unit price per lump sum for clearing and grubbing. This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item. 151-4.3 Payment shall be made at the contract unit price per number of individual trees for tree removal. This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item.

CLEARING AND GRUBBING P-151.3


Item P-151-4.1 Clearing – per lump sum Item P-151-4.2 Clearing and grubbing – per lump sum

Item P-151-4.3 Tree Removal – per number of individual trees

END OF ITEM P-151 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-151.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-151.docx (05/2020)

EXCAVATION, SUBGRADE, AND EMBANKMENT P-152.1

ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT

DESCRIPTION

152-1.1 This item covers excavation, disposal, placement, and compaction of all materials within the limits of the work required to construct safety areas, runways, taxiways, aprons, and intermediate areas as well as other areas for drainage, building construction, parking, or other purposes in accordance with these specifications and in conformity to the dimensions and typical sections shown on the plans. 152-1.2 Classification. All material excavated shall be classified as defined below:

a. Unclassified excavation. Unclassified excavation shall consist of the excavation and disposal of all material, regardless of its nature which is not otherwise classified and paid for under one of the following items.

b. Unsuitable excavation. Unsuitable excavation shall consist of the removal and disposal of deposits or mixtures of soils and organic matter or other soils determined by the engineer to not be suitable for foundation material. Unsuitable excavation shall include materials that will decay or produce subsidence in the embankment, or do not provide adequate load bearing capacity beneath pavements. It may consist of soils with organics, silts, clays, lean clays, or other material not satisfactory for incorporation in the embankment.

c. Borrow excavation. Borrow excavation shall consist of approved material required for the construction of embankments or other portions of the work in excess of the quantity usable material available from required excavations. Borrow material shall be obtained from areas designated by the Engineer within the limits of the airport property but outside the normal limits of necessary grading, or from areas outside the airport property boundaries.

152-1.3 Unsuitable excavation. Unsuitable material shall be embanked in designated areas as shown on the plans.


152-2.1 General. Before beginning excavation, grading, and embankment operations in any area, the area shall be cleared or cleared and grubbed in accordance with Item P-151. The suitability of material to be placed in embankments shall be subject to approval by the RPR. All unsuitable material shall be disposed of in waste areas as shown on the plans. All waste areas shall be graded to allow positive drainage of the area and adjacent areas. The surface elevation of waste areas shall be specified on the plans or approved by the RPR. When the Contractor’s excavating operations encounter artifacts of historical or archaeological significance, the operations shall be temporarily discontinued and the RPR notified per Section 70, paragraph 70-20. At the direction of the RPR, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and allow for their removal. Such excavation will be paid for as extra work. Areas outside the limits of the pavement areas where the top layer of soil has become compacted by hauling or other Contractor activities shall be scarified and disked to a depth of 4 inches (100 mm), to loosen and pulverize the soil. Stones or rock fragments larger than 4 inches (100 mm) in their greatest dimension will not be permitted in the top 6 inches (150 mm) of the subgrade.

P-152.2 EXCAVATION, SUBGRADE, AND EMBANKMENT

If it is necessary to interrupt existing surface drainage, sewers or under-drainage, conduits, utilities, or similar underground structures, the Contractor shall be responsible for and shall take all necessary precautions to preserve them or provide temporary services. When such facilities are encountered, the Contractor shall notify the RPR, who shall arrange for their removal if necessary. The Contractor, at their own expense, shall satisfactorily repair or pay the cost of all damage to such facilities or structures that may result from any of the Contractor’s operations during the period of the contract.

a. Blasting. Blasting shall not be allowed.

152-2.2 Excavation. No excavation shall be started until the work has been staked out by the Contractor and the RPR has obtained from the Contractor, the survey notes of the elevations and measurements of the ground surface. The Contractor and RPR shall agree that the original ground lines shown on the original topographic mapping are accurate or agree to any adjustments made to the original ground lines. Digital terrain model (DTM) files of the existing surfaces, finished surfaces and other various surfaces were used to develop the design plans. Existing grades on the design cross sections or DTM’s, where they do not match the locations of actual spot elevations shown on the topographic map, were developed by computer interpolation from those spot elevations. Prior to disturbing original grade, Contractor shall verify the accuracy of the existing ground surface by verifying spot elevations at the same locations where original field survey data was obtained as indicated on the topographic map. Contractor shall recognize that, due to the interpolation process, the actual ground surface at any particular location may differ somewhat from the interpolated surface shown on the design cross sections or obtained from the DTM’s. Contractor's verification of original ground surface, however, shall be limited to verification of spot elevations as indicated herein, and no adjustments will be made to the original ground surface unless the Contractor demonstrates that spot elevations shown are incorrect. For this purpose, spot elevations which are within 0.1 foot (30 mm) of the stated elevations for ground surfaces, or within 0.04 foot (12 mm) for hard surfaces (pavements, buildings, foundations, structures, etc.) shall be considered “no change”. Only deviations in excess of these will be considered for adjustment of the original ground surface. If Contractor's verification identifies discrepancies in the topographic map, Contractor shall notify the RPR in writing at least seven calendar days before disturbance of existing grade to allow sufficient time to verify the submitted information and make adjustments to the design cross sections or DTM’s. Disturbance of existing grade in any area shall constitute acceptance by the Contractor of the accuracy of the original elevations shown on the topographic map for that area. All areas to be excavated shall be stripped of vegetation and topsoil. Topsoil shall be stockpiled for future use in areas designated on the plans or by the RPR. All suitable excavated material shall be used in the formation of embankment, subgrade, or other purposes as shown on the plans. All unsuitable material shall be disposed of as shown on the plans. The grade shall be maintained so that the surface is well drained at all times. When the volume of the excavation exceeds that required to construct the embankments to the grades as indicated on the plans, the excess shall be used to grade the areas of ultimate development or disposed as directed by the RPR. When the volume of excavation is not sufficient for constructing the embankments to the grades indicated, the deficiency shall be obtained from borrow areas.

a. Selective grading. When selective grading is indicated on the plans, the more suitable material designated by the RPR shall be used in constructing the embankment or in capping the pavement subgrade. If, at the time of excavation, it is not possible to place this material in its final location, it shall be stockpiled in approved areas until it can be placed. The more suitable material shall then be placed and compacted as specified. Selective grading shall be considered incidental to the work


involved. The cost of stockpiling and placing the material shall be included in the various pay items of work involved.

b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material unsatisfactory for safety areas, subgrades, roads, shoulders, or any areas intended for turf shall be excavated to a minimum depth of 12 inches (300 mm) below the subgrade or to the depth specified by the RPR. Unsuitable soils, peat, matted roots, or other yielding material, unsatisfactory for subgrade foundation, shall be removed to the depth specified. Unsuitable materials shall be disposed of at locations shown on the plans. This excavated material shall be paid for at the contract unit price per cubic yard (per cubic meter) for unclassified excavation. The excavated area shall be backfilled with suitable material obtained from the grading operations or borrow areas and compacted to specified densities. The necessary backfill will constitute a part of the embankment. Where rock cuts are made, backfill with select material. Any pockets created in the rock surface shall be drained in accordance with the details shown on the plans. Undercutting will be paid as unclassified excavation.

c. Over-break. Over-break, including slides, is that portion of any material displaced or loosened

beyond the finished work as planned or authorized by the RPR. All over-break shall be graded or removed by the Contractor and disposed of as directed by the RPR. The RPR shall determine if the displacement of such material was unavoidable and their own decision shall be final. Payment will not be made for the removal and disposal of over-break that the RPR determines as avoidable. Unavoidable over-break will be classified as “Unclassified Excavation.”

d. Removal of utilities. The removal of existing structures and utilities required to permit the orderly

progress of work will be accomplished by the Contractor as indicated on the plans. All existing foundations shall be excavated at least 2 feet (60 cm) below the top of subgrade or as indicated on the plans, and the material disposed of as directed by the RPR. All foundations thus excavated shall be backfilled with suitable material and compacted as specified for embankment or as shown on the plans.

152-2.3 Borrow excavation. Borrow areas within the airport property are indicated on the plans. Borrow excavation shall be made only at these designated locations and within the horizontal and vertical limits as staked or as directed by the RPR. All unsuitable material shall be disposed of by the Contractor as shown on the plans. All borrow pits shall be opened to expose the various strata of acceptable material to allow obtaining a uniform product. Borrow areas shall be drained and left in a neat, presentable condition with all slopes dressed uniformly. Borrow areas shall not create a hazardous wildlife attractant. 152-2.4 Drainage excavation. Drainage excavation shall consist of excavating drainage ditches including intercepting, inlet, or outlet ditches; or other types as shown on the plans. The work shall be performed in sequence with the other construction. Ditches shall be constructed prior to starting adjacent excavation operations. All satisfactory material shall be placed in embankment fills; unsuitable material shall be placed in designated waste areas or as directed by the RPR. All necessary work shall be performed true to final line, elevation, and cross-section. The Contractor shall maintain ditches constructed on the project to the required cross-section and shall keep them free of debris or obstructions until the project is accepted. 152-2.5 Preparation of cut areas or areas where existing pavement has been removed. In those areas on which a subbase or base course is to be placed, the top 12 inches (300 mm) of subgrade shall be compacted to not less than 100 % of maximum density for non-cohesive soils, and 95% of maximum density for cohesive soils as determined by ASTM D698. As used in this specification, "non-cohesive" shall mean those soils having a plasticity index (PI) of less than 3 as determined by ASTM D4318.


152-2.6 Preparation of embankment area. All sod and vegetative matter shall be removed from the surface upon which the embankment is to be placed. The cleared surface shall be broken up by plowing or scarifying to a minimum depth of 6 inches (150 mm) and shall then be compacted per paragraph 152-2.10. Sloped surfaces steeper than one (1) vertical to four (4) horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches (300 mm) and compacted as specified for the adjacent fill. No direct payment shall be made for the work performed under this section. The necessary clearing and grubbing and the quantity of excavation removed will be paid for under the respective items of work. 152-2.7 Control Strip. The first half-day of construction of subgrade and/or embankment shall be considered as a control strip for the Contractor to demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of this specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined. The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production. Control strips that do not meet specification requirements shall be reworked, re-compacted, or removed and replaced at the Contractor’s expense. Full operations shall not begin until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved in advance by the RPR. 152-2.8 Formation of embankments. The material shall be constructed in lifts as established in the control strip, but not less than 6 inches (150 mm) nor more than 12 inches (300 mm) of compacted thickness. When more than one lift is required to establish the layer thickness shown on the plans, the construction procedure described here shall apply to each lift. No lift shall be covered by subsequent lifts until tests verify that compaction requirements have been met. The Contractor shall rework, re-compact and retest any material placed which does not meet the specifications. The lifts shall be placed, to produce a soil structure as shown on the typical cross-section or as directed by the RPR. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment. Earthwork operations shall be suspended at any time when satisfactory results cannot be obtained due to rain, freezing, or other unsatisfactory weather conditions in the field. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. Material shall not be placed on surfaces that are muddy, frozen, or contain frost. The Contractor shall drag, blade, or slope the embankment to provide surface drainage at all times. The material in each lift shall be within ±2% of optimum moisture content before rolling to obtain the prescribed compaction. The material shall be moistened or aerated as necessary to achieve a uniform moisture content throughout the lift. Natural drying may be accelerated by blending in dry material or manipulation alone to increase the rate of evaporation. The Contractor shall make the necessary corrections and adjustments in methods, materials or moisture content to achieve the specified embankment density.


The RPR will take samples of excavated materials which will be used in embankment for testing to obtain a Moisture-Density Relations of Soils Report (Proctor) in accordance with ASTM D698. A new Proctor shall be developed for each soil type based on visual classification. Density tests will be taken by the RPR for every 1,000 square yards of compacted embankment for each lift which is required to be compacted, or other appropriate frequencies as determined by the RPR. If the material has greater than 30% retained on the 3/4-inch (19.0 mm) sieve, follow AASHTO T-180 Annex Correction of maximum dry density and optimum moisture for oversized particles. Rolling operations shall be continued until the embankment is compacted to not less than 100% of maximum density for non-cohesive soils, and 95% of maximum density for cohesive soils as determined by ASTM D698. Under all areas to be paved, the embankments shall be compacted to a depth and density as indicated below:

Pavement Section #1 – as referenced in Construction Plans

Non-Cohesive Soil1 Percent Maximum Dry

Density Depth of Compaction from

Pavement Surface (in) Depth of Compaction from

Top of Subgrade (in) 100 0-15 0-3 95 15-28 5-18 90 28-43 18-33 85 43-61 33-51

1As used in this specification, "non-cohesive" shall mean those soils having a plasticity index (PI) of less than 3 as determined by ASTM D4318.

Cohesive Soil Percent Maximum Dry



Top of Subgrade (in) 95 0-13 0-3 90 13-23 3-13 85 23-33 13-23 80 33-43 23-33

Pavement Section #2 (A &B) – as referenced in Construction Plans

Non-Cohesive Soil1 Percent Maximum Dry



Top of Subgrade (in) 100 -- -- 95 -- -- 90 -- -- 85 26-38 0-5

1As used in this specification, "non-cohesive" shall mean those soils having a plasticity index (PI) of less than 3 as determined by ASTM D4318.

Cohesive Soil Percent Maximum Dry



Top of Subgrade (in) 95 -- -- 90 -- -- 85 -- -- 80 -- --


Subgrade in cut areas shall have natural densities shown or (a) be compacted from the surface to achieve the required densities, or (b) be removed and replaced at the densities shown. On all areas outside of the pavement areas, no compaction will be required on the top 4 inches (100 mm) which shall be prepared for a seedbed in accordance with Item T-901. The in-place field density shall be determined in accordance with ASTM 6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. The RPR shall perform all density tests. If the specified density is not attained, the area represented by the test or as designated by the RPR shall be reworked and/or re-compacted and additional random tests made. This procedure shall be followed until the specified density is reached. Compaction areas shall be kept separate, and no lift shall be covered by another lift until the proper density is obtained. During construction of the embankment, the Contractor shall route all construction equipment evenly over the entire width of the embankment as each lift is placed. Lift placement shall begin in the deepest portion of the embankment fill. As placement progresses, the lifts shall be constructed approximately parallel to the finished pavement grade line. When rock, concrete pavement, asphalt pavement, and other embankment material are excavated at approximately the same time as the subgrade, the material shall be incorporated into the outer portion of the embankment and the subgrade material shall be incorporated under the future paved areas. Stones, fragmentary rock, and recycled pavement larger than 4 inches (100 mm) in their greatest dimensions will not be allowed in the top 12 inches (300 mm) of the subgrade. Rockfill shall be brought up in lifts as specified or as directed by the RPR and the finer material shall be used to fill the voids forming a dense, compact mass. Rock, cement concrete pavement, asphalt pavement, and other embankment material shall not be disposed of except at places and in the manner designated on the plans or by the RPR. When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in lifts of the prescribed thickness without crushing, pulverizing or further breaking down the pieces, such material may be placed in the embankment as directed in lifts not exceeding 2 feet (60 cm) in thickness. Each lift shall be leveled and smoothed with suitable equipment by distribution of spalls and finer fragments of rock. The lift shall not be constructed above an elevation 4 feet (1.2 m) below the finished subgrade. There will be no separate measurement of payment for compacted embankment. All costs incidental to placing in lifts, compacting, discing, watering, mixing, sloping, and other operations necessary for construction of embankments will be included in the contract price for excavation, borrow, or other items. 152-2.9 Proof rolling. The purpose of proof rolling the subgrade is to identify any weak areas in the subgrade and not for compaction of the subgrade. After compaction is completed, the subgrade area shall be proof rolled with a 20 ton (18.1 metric ton) Tandem axle Dual Wheel Dump Truck loaded to the legal limit with tires inflated to 80 psi (0.551 MPa) and / or a 15 ton Proof Roller with tires spaced not more than 32 inches (0.8 m) on-center with tires inflated to 100 psi (0.689 MPa) in the presence of the RPR. Apply a minimum of three coverage passes, or as specified by the RPR, under pavement areas. A coverage is defined as the application of one tire print over the designated area. Soft areas of subgrade that deflect more than 1 inch (25 mm) or show permanent deformation greater than 1 inch (25 mm) shall be removed and replaced with suitable material or reworked to conform to the moisture content and compaction requirements in accordance with these specifications. Removal and replacement of soft areas is incidental to this item.


152-2.10 Compaction requirements. The subgrade under areas to be paved shall be compacted in accordance with the table above. The subgrade in areas outside the limits of the pavement areas shall be compacted to a depth of 12 inches (300 mm) and to a density of not less than 95 percent of the maximum density as determined by ASTM D698. The material to be compacted shall be within ±2% of optimum moisture content before being rolled to obtain the prescribed compaction (except for expansive soils). When the material has greater than 30 percent retained on the ¾ inch (19.0 mm) sieve, follow the methods in ASTM D698 or the procedures in AASHTO T180 Annex for correction of maximum dry density and optimum moisture for oversized particles. Tests for moisture content and compaction will be taken at a minimum of 1,000 S.Y. of subgrade. All density testing shall be done by the RPR. The in-place field density shall be determined in accordance with ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938 within 12 months prior to its use on this contract. The gage shall be field standardized daily. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified. If the specified density is not attained, the entire lot shall be reworked and/or re-compacted and additional random tests made. This procedure shall be followed until the specified density is reached. All cut-and-fill slopes shall be uniformly dressed to the slope, cross-section, and alignment shown on the plans or as directed by the RPR and the finished subgrade shall be maintained. 152-2.11 Finishing and protection of subgrade. Finishing and protection of the subgrade is incidental to this item. Grading and compacting of the subgrade shall be performed so that it will drain readily. All low areas, holes or depressions in the subgrade shall be brought to grade. Scarifying, blading, rolling and other methods shall be performed to provide a thoroughly compacted subgrade shaped to the lines and grades shown on the plans. All ruts or rough places that develop in the completed subgrade shall be graded, re-compacted, and retested. The Contractor shall protect the subgrade from damage and limit hauling over the finished subgrade to only traffic essential for construction purposes. The Contractor shall maintain the completed course in satisfactory condition throughout placement of subsequent layers. No subbase, base, or surface course shall be placed on the subgrade until the subgrade has been accepted by the RPR. 152-2.12 Haul. All hauling will be considered a necessary and incidental part of the work. The Contractor shall include the cost in the contract unit price for the pay of items of work involved. No payment will be made separately or directly for hauling on any part of the work. The Contractor's equipment shall not cause damage to any excavated surface, compacted lift or to the subgrade as a result of hauling operations. Any damage caused as a result of the Contractor's hauling operations shall be repaired at the Contractor's expense. The Contractor shall be responsible for providing, maintaining and removing any haul roads or routes within or outside of the work area, and shall return the affected areas to their former condition, unless otherwise authorized in writing by the Owner. No separate payment will be made for any work or materials associated with providing, maintaining and removing haul roads or routes. 152-2.13 Surface Tolerances. In those areas on which a subbase or base course is to be placed, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75


mm), reshaped and re-compacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. The Contractor shall perform all final smoothness and grade checks in the presence of the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense.

a. Smoothness. The finished surface shall not vary more than +/- ½ inch (12 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.

b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +/-0.05 feet (15 mm) of the specified grade.

On safety areas, turfed areas and other designated areas within the grading limits where no subbase or base is to placed, grade shall not vary more than 0.10 feet (30 mm) from specified grade. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping. 152-2.14 Topsoil. When topsoil is specified or required as shown on the plans or under Item T-905, it shall be salvaged from stripping or other grading operations. The topsoil shall meet the requirements of Item T-905. If, at the time of excavation or stripping, the topsoil cannot be placed in its final section of finished construction, the material shall be stockpiled at approved locations. Stockpiles shall be located as shown on the plans and the approved CSPP and shall not be placed on areas that subsequently will require any excavation or embankment fill. If, in the judgment of the RPR, it is practical to place the salvaged topsoil at the time of excavation or stripping, the material shall be placed in its final position without stockpiling or further re-handling. Upon completion of grading operations, stockpiled topsoil shall be handled and placed as shown on the plans and as required in Item T-905. Topsoil shall be paid for as provided in Item T-905. No direct payment will be made for topsoil under Item P-152.

METHOD OF MEASUREMENT 152-3.1 Measurement for payment specified by the cubic yard (cubic meter) shall be computed by the comparison of digital terrain model (DTM) surfaces for computation of neat line design quantities. The end area is that bound by the original ground line established by field cross-sections and the final theoretical pay line established by cross-sections shown on the plans, subject to verification by the RPR. 152-3.1 The quantity of unclassified, unsuitable, or borrow excavation to be paid for shall be the number of cubic yards (cubic meters) measured in its original position. Measurement shall not include the quantity of materials excavated without authorization beyond normal slope lines, or the quantity of material used for purposes other than those directed.

BASIS OF PAYMENT 152-4.1 Unclassified, unsuitable, or borrow excavation payment shall be made at the contract unit price per cubic yard (cubic meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item P-152-4.1 Unclassified, unsuitable, or borrow excavation and embankment – per cubic yard (cubic meter)


REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. American Association of State Highway and Transportation Officials (AASHTO)

AASHTO T-180 Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

ASTM International (ASTM)

ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method

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

ASTM D6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

Advisory Circulars (AC)

AC 150/5370-2 Operational Safety on Airports During Construction Software

Software FAARFIELD – FAA Rigid and Flexible Iterative Elastic Layered Design

U.S. Department of Transportation FAA RD-76-66 Design and Construction of Airport Pavements on Expansive Soils

END OF ITEM P-152

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-152.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-152.lessthan60k.docx (05/2020)

SUBBASE COURSE P-154.1

ITEM P-154 SUBBASE COURSE

DESCRIPTION

154-1.1 This item shall consist of a subbase course composed of granular materials constructed on a prepared subgrade or underlying course in accordance with these specifications, and in conformity with the dimensions and typical cross-section shown on the plans.

MATERIALS 154-2.1 Materials. The subbase material shall consist of hard durable particles or fragments of granular aggregates. The material may be obtained from gravel pits, stockpiles, or may be produced from a crushing and screening plant with proper blending. The materials from these sources shall meet the requirements for gradation, quality, and consistency. The material shall be free from vegetative matter, excessive amounts of clay, and other objectionable substances; uniformly blended; and be capable of being compacted into a dense, stable subbase. The subbase material shall exhibit a California Bearing Ratio (CBR) value of at least 20 when tested in accordance with ASTM D1883. The subbase material shall meet the gradation specified in the table below.

Subbase Gradation Requirements

Sieve designation

Percentage by weight passing sieves

Contractor’s Final Gradation

Job Control Grading Band

Tolerances1

(Percent) Subbase Aggregate

3 inch (75 mm)

100 0

1 1/2 inch (37.5 mm)

0

3/4 inch (19.0 mm)

70-100 ±10

No. 10 (2.00 mm)

20-100 ±10

No. 40 (425 µm)

5-60 ±5

No. 200 (75 µm)

0-10 ±5

.02 mm 0-3 0

1The “Job Control Grading Band Tolerances” shall be applied to “Contractor’s Final Gradation” to establish the job control grading band. The portion of the material passing the No. 40 (425 µm) sieve shall have a liquid limit of not more than 25 and a plasticity index of not more than six (6) when tested in accordance with ASTM D4318. 154-2.2 Sampling and testing.

a. Aggregate base materials. Samples shall be taken by the Contractor per ASTM D75 for initial aggregate subbase requirements and gradation. Material shall meet the requirements in paragraphs

P-154.2 SUBBASE COURSE

154-2.1. The Contractor shall submit to the Resident Project Representative (RPR) certified test results showing that the aggregate meets the Material requirements of this section. Tests shall be representative of the material to be used for the project.

b. Gradation requirements. The Contractor shall take at least one aggregate subbase sample per

day in the presence of the RPR to check the final gradation. Samples shall be taken from the in-place, un-compacted material at sampling locations determined by the RPR on a random basis per ASTM D3665. Sampling shall be per ASTM D75 and tested per ASTM C136 and ASTM C117. Results shall be furnished to the RPR by the Contractor each day during construction. Material shall meet the requirements in paragraph 154-2.1.

154-2.3 Separation Geotextile. Separation geotextile shall be in accordance with Item P-669. 154-2.4 Geogrid. Geogrid shall be in accordance with Item P-670.

CONSTRUCTION METHODS 154-3.1 General. The subbase course shall be placed where designated on the plans or as directed by the RPR. The material shall be shaped and thoroughly compacted within the tolerances specified. Granular subbases which, due to grain sizes or shapes, are not sufficiently stable to support the construction equipment without movement, shall be mechanically modified to the depth necessary to provide stability as directed by the RPR. The mechanical modification shall include the addition of a fine-grained medium to bind the particles of the subbase material sufficiently to furnish a bearing strength, so the course will not deform under construction equipment traffic. 154-3.2 Preparing underlying course. Prior to constructing the subbase course, clean the underlying course or subgrade of all foreign substances. The surface of the underlying course or subgrade shall meet specified compaction and surface tolerances in accordance with Item P-152. Correct ruts, soft yielding spots in the underlying courses, and subgrade areas having inadequate compaction and/or deviations of the surface from the specified requirements, by loosening and removing soft or unsatisfactory material, adding approved material, reshaping to line and grade, and recompacting to specified density requirements. For cohesionless underlying courses or subgrades containing sands or gravels, as defined in ASTM D2487, the surface shall be stabilized prior to placement of the overlying course by mixing the overlying course material into the underlying course and compacting by approved methods. The stabilized material shall be considered as part of the underlying course and shall meet all requirements for the underlying course. The finished underlying course shall not be disturbed by traffic or other operations and shall be maintained in a satisfactory condition until the overlying course is placed. The underlying course shall be checked and accepted by the RPR before placing and spreading operations are started. To protect the subgrade and to ensure proper drainage, spreading of the subbase shall begin along the centerline of the pavement on a crowned section or on the high side of pavements with a one-way slope. 154-3.3 Control Strip. The first half-day of subbase construction shall be considered as a control strip for the Contractor to demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of this specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined. The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production.


Control strips that do not meet specification requirements shall be reworked, re-compacted, or removed and replaced at the Contractor’s expense. Full operations shall not begin until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved in advance by the RPR. 154-3.4 Placement. The material shall be placed and spread on the prepared underlying layer by spreader boxes or other devices as approved by the RPR, to a uniform thickness and width. The equipment shall have positive thickness controls to minimize the need for additional manipulation of the material. Dumping from vehicles that require re-handling shall not be permitted. Hauling over the uncompacted base course shall not be permitted. The material shall not be placed when the underlying course is soft or yielding. The material shall meet gradation and moisture requirements prior to compaction. Material may be free-draining, and the minimum moisture content shall be established for placement and compaction of the material. The material shall be constructed in lifts as established in the control strip, but not less than 4 inches (100 mm) nor more than 12 inches (300 mm) of compacted thickness. When more than one lift is required to establish the layer thickness shown on the plans, the construction procedure described here shall apply to each lift. No lift shall be covered by subsequent lifts until tests verify that compaction requirements have been met. The Contractor shall rework, re-compact and retest any material placed which does not meet the specifications. 154-3.5 Compaction. The subbase material shall be compacted, adjusting moisture as necessary, to be within ±2% of optimum moisture. The field density of the compacted material shall be at least 100% of the maximum density as specified in paragraph 154-3.9a. If the specified density is not attained, the area of the lift represented by the test shall be reworked and/or re-compacted and additional random tests made. This procedure shall be followed until the specified density is reached. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified. 154-3.6 Weather limitation. Material shall not be placed unless the ambient air temperature is at least 40°F (4°C) and rising. Work on subbase course shall not be conducted when the subgrade is wet or frozen or the subbase material contains frozen material. 154-3.7 Maintenance. No base or surface course shall be placed on the subbase until the subbase has been accepted by the RPR. The Contractor shall maintain the completed course in satisfactory condition throughout placement of subsequent layers. When material has been exposed to excessive rain, snow, or freeze-thaw conditions, the Contractor shall verify that materials still meet all specification requirements before placement of additional material. Equipment may be routed over completed sections of subbase course, provided the equipment does not damage the subbase course and the equipment is routed over the full width of the completed subbase course. Any damage to the subbase course from routing equipment over the subbase course shall be repaired by the Contractor at their expense. 154-3.8 Surface tolerance. In those areas on which a subbase or base course is to be placed, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and re-compacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. The Contractor shall perform all final smoothness and grade checks in the presence of the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense.

P-154.4 SUBBASE COURSE

a. Smoothness. The finished surface shall not vary more than +/- ½ inch (12 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.

b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +/-0.05 feet (15 mm) of the specified grade.

154-3.9 Acceptance sampling and testing. The aggregate base course shall be accepted for density and thickness on an area basis. Two test shall be made for density and thickness for each 1200 square yards (1000 square meters). Sampling locations will be determined on a random basis per ASTM D3665.

a. Density. The RPR shall perform all density tests. Each area shall be accepted for density when the field density is at least 100% of the maximum density of laboratory specimens compacted and tested per ASTM D698. The in-place field density shall be determined per ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. If the specified density is not attained, the area represented by the failed test shall be reworked and/or recompacted and two additional random tests made. This procedure shall be followed until the specified density is reached. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified. When the material has greater than 30 percent retained on the ¾ inch (19.0 mm) sieve, use methods in ASTM D698 and the procedures in AASHTO T180 Annex for correction of maximum dry density and optimum moisture for oversized particles.

b. Thickness. The thickness of the base course shall be within +0 and -1/2 inch (12 mm) of the specified thickness as determined by depth tests taken by the Contractor in the presence of the RPR for each area. Where the thickness is deficient by more than 1/2-inch (12 mm), the Contractor shall correct such areas at no additional cost by scarifying to a depth of at least 3 inches (75 mm), adding new material of proper gradation, and the material shall be blended and recompacted to grade. The Contractor shall replace, at his expense, base material where depth tests have been taken. The thickness of the completed subbase course shall be determined by depth tests or sample holes taken at intervals so each test shall represent no more than 500 square yards (420 sq m), and / or by survey.

METHOD OF MEASUREMENT 154-4.1 Subbase course shall be measured by the number of cubic yards (cubic meters) of subbase course material placed and compacted to specified density and plan thickness requirements in the completed course. The quantity of subbase course material shall be measured in final position based upon survey of the completed work computed from elevations to the nearest 0.01 foot (3 mm). On individual depth measurements, thicknesses more than 1/2 inch (12 mm) in excess of that shown on the plans shall be considered as the specified thickness plus 1/2 inch (12 mm) in computing the yardage for payment. Subbase materials shall not be included in any other excavation quantities.

BASIS OF PAYMENT 154-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for subbase course. This price shall be full compensation for furnishing all materials; for all preparation, hauling, and placing of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item.



Item P-154-5.1 Subbase Course – cubic yard (cubic meter)

REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ASTM International (ASTM)

ASTM C117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM D75 Standard Practice for Sampling Aggregates ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)) ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes

(Unified Soil Classification System) ASTM D4253 Standard Test Methods for Maximum Index Density and Unit Weight of

Soils Using a Vibratory Table ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and

Soil-Aggregate by Nuclear Methods (Shallow Depth)

American Association of State Highway and Transportation Officials (AASHTO) M 288 Geotextile Specification for Highway Applications

END OF ITEM P-154 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-154.lessthan60k.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-154.lessthan60k.docx (05/2020)

AGGREGATE BASE COURSE P-208.1

ITEM P-208 AGGREGATE BASE COURSE

DESCRIPTION 208-1.1 This item shall consist of a base course composed of course aggregate bonded with fine aggregate base. It shall be constructed on a prepared subgrade or subbase course per these specifications and shall conform to the dimensions and typical cross-section shown on the plans.

MATERIALS 208-2.1 Aggregate base. The aggregate base material shall consist of both fine and coarse aggregate. Material shall be clean, sound, durable particles and fragments of stone or gravel, crushed stone, or crushed gravel mixed or blended with sand, screenings, or other materials. Materials shall be handled and stored in accordance with all federal, state, and local requirements. The aggregate shall be free from clay lumps, organic matter, or other deleterious materials or coatings. The method used to produce the crushed gravel shall result in the fractured particles in the finished product as nearly constant and uniform as practicable. The fine aggregate portion, defined as the portion passing the No. 4 (4.75 mm) sieve produced in crushing operations, shall be incorporated in the base material to the extent permitted by the gradation requirements. Aggregate base material requirements are listed in the following table.

Aggregate Base Material Requirements Material Test Requirement Standard Coarse Aggregate Resistance to Degradation Loss: 50% maximum ASTM C131

Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

Loss after 5 cycles: 12% maximum using Sodium sulfate - or - 18% maximum using magnesium sulfate

ASTM C88

Percentage of Fractured Particles

Minimum 60% by weight of particles with at least two fractured faces and 75% with at least one fractured face1

ASTM D5821

Flat Particles, Elongated Particles, or Flat and Elongated Particles

10% maximum, by weight, of flat, elongated, or flat and elongated particles 2

ASTM D4791

Clay lumps and friable particles

Less than or equal to 3 percent ASTM C142

Fine Aggregate Liquid limit Less than or equal to 25 ASTM D4318 Plasticity Index Not more than five (5) ASTM D4318

1 The area of each face shall be equal to at least 75% of the smallest mid-sectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces.

2 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one having a ratio of length to width greater than five (5).

208-2.2 Gradation requirements. The gradation of the aggregate base material shall meet the requirements of the gradation given in the following table when tested per ASTM C117 and ASTM C136. The gradation shall be well graded from coarse to fine and shall not vary from the lower limit on one sieve to the high limit on an adjacent sieve or vice versa.

P-208.2 AGGREGATE BASE COURSE

Gradation of Aggregate Base

Sieve Size

Design Range Percentage by Weight passing

Contractor’s Final Gradation

Job Control Grading Band Tolerances for Contractor’s

Final Gradation1

Percent

2ʺ maximum

1-1/2ʺ maximum

1ʺ maximum

2 inch (50 mm) 100 -- -- ±0 1-1/2 inch (37.5 mm) 70-100 100 -- ±5 1 inch (25.0 mm) 55-85 70-100 100 ±8 3/4 inch (19.0 mm) 50-80 55-85 70-100 ±8 No. 4 (4.75 mm) 30-60 30-60 35-65 ±8 No. 40 (425 µm)2 10-30 10-30 10-25 ±5 No. 200 (75 µm)2 5-10 5-10 5-10 ±3 0.02 mm 0-3 0-3 0-3 ±0

1 The “Job Control Grading Band Tolerances for Contractor’s Final Gradation” in the table shall be applied to “Contractor’s Final Gradation” to establish a job control grading band. The full tolerance still applies if application of the tolerances results in a job control grading band outside the design range.

2 The fraction of material passing the No. 200 (75 µm) sieve shall not exceed two-thirds the fraction passing the No. 40 (425 µm) sieve.

208-2.3 Sampling and testing.

a. Aggregate base materials. The Contractor shall take samples of the aggregate base in accordance with ASTM D75 to verify initial aggregate base requirements and gradation. Material shall meet the requirements in paragraphs 208-2.1 and 208-2.2. This sampling and testing will be the basis for approval of the aggregate base quality requirements.

b. Gradation requirements. The Contractor shall take at least two aggregate base samples per day in the presence of the Resident Project Representative (RPR) to check the final gradation. Sampling shall be per ASTM D75. Material shall meet the requirements in paragraph 208-2.2. The samples shall be taken from the in-place, un-compacted material at sampling points and intervals designated by the RPR.

208-2.4 Separation Geotextile. Separation geotextile shall be in accordance with Item P-669.

CONSTRUCTION METHODS 208-3.1 Control strip. The first half-day of construction shall be considered the control strip. The Contractor shall demonstrate, in the presence of the RPR, that the materials, equipment, and construction processes meet the requirements of the specification. The sequence and manner of rolling necessary to obtain specified density requirements shall be determined. The maximum compacted thickness may be increased to a maximum of 12 inches (300 mm) upon the Contractor’s demonstration that approved equipment and operations will uniformly compact the lift to the specified density. The RPR must witness this demonstration and approve the lift thickness prior to full production. Control strips that do not meet specification requirements shall be reworked, re-compacted or removed and replaced at the Contractor’s expense. Full operations shall not continue until the control strip has been accepted by the RPR. The Contractor shall use the same equipment, materials, and construction methods for the remainder of construction, unless adjustments made by the Contractor are approved by the RPR.


208-3.2 Preparing underlying subgrade and/or subbase. The underlying subgrade and/or subbase shall be checked and accepted by the RPR before base course placing and spreading operations begin. Re-proof rolling of the subgrade or proof rolling of the subbase in accordance with Item P-152, at the Contractor’s expense, may be required by the RPR if the Contractor fails to ensure proper drainage or protect the subgrade and/or subbase. Any ruts or soft, yielding areas due to improper drainage conditions, hauling, or any other cause, shall be corrected before the base course is placed. To ensure proper drainage, the spreading of the base shall begin along the centerline of the pavement on a crowned section or on the high side of the pavement with a one-way slope. 208-3.3 Production. The aggregate shall be uniformly blended and, when at a satisfactory moisture content per paragraph 208-3.5, the approved material may be transported directly to the placement. 208-3.4 Placement. The aggregate shall be placed and spread on the prepared underlying layer by spreader boxes or other devices as approved by the RPR, to a uniform thickness and width. The equipment shall have positive thickness controls to minimize the need for additional manipulation of the material. Dumping from vehicles that require re-handling shall not be permitted. Hauling over the uncompacted base course shall not be permitted. The aggregate shall meet gradation and moisture requirements prior to compaction. The base course layer shall be constructed in lifts as established in the control strip, but not less than 4 inches (100 mm) nor more than 12 inches (300 mm) of compacted thickness. When more than one lift is required to establish the layer thickness shown on the plans, the construction procedure described here shall apply to each lift. No lift shall be covered by subsequent lifts until tests verify that compaction requirements have been met. The Contractor shall rework, re-compact and retest any material placed which does not meet the specifications at the Contractor’s expense. 208-3.5 Compaction. Immediately upon completion of the spreading operations, compact each layer of the base course, as specified, with approved compaction equipment. The number, type, and weight of rollers shall be sufficient to compact the material to the required density within the same day that the aggregate is placed on the subgrade. The field density of each compacted lift of material shall be at least 100% of the maximum density of laboratory specimens prepared from samples of the subbase material delivered to the jobsite. The laboratory specimens shall be compacted and tested in accordance with ASTM D698. The moisture content of the material during placing operations shall be within ±2 percentage points of the optimum moisture content as determined by ASTM D6938. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified. 208-3.6 Weather limitations. Material shall not be placed unless the ambient air temperature is at least 40°F (4°C) and rising. Work on base course shall not be conducted when the subgrade or subbase is wet or frozen or the base material contains frozen material. 208-3.7 Maintenance. The base course shall be maintained in a condition that will meet all specification requirements. When material has been exposed to excessive rain, snow, or freeze-thaw conditions, prior to placement of additional material, the Contractor shall verify that materials still meet all specification requirements. Equipment may be routed over completed sections of base course, provided that no damage results and the equipment is routed over the full width of the completed base course. Any damage resulting to the base course from routing equipment over the base course shall be repaired by the Contractor at their expense.


208-3.8 Surface tolerances. After the course has been compacted, the surface shall be tested for smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified to a depth of at least 3 inches (75 mm), reshaped and recompacted to grade until the required smoothness and accuracy are obtained and approved by the RPR. Any deviation in surface tolerances shall be corrected by the Contractor at the Contractor’s expense. The smoothness and accuracy requirements specified here apply only to the top layer when base course is constructed in more than one layer.

a. Smoothness. The finished surface shall not vary more than 3/8-inch (9 mm) when tested with a 12-foot (3.7-m) straightedge applied parallel with and at right angles to the centerline. The straightedge shall be moved continuously forward at half the length of the 12-foot (3.7-m) straightedge for the full length of each line on a 50-foot (15-m) grid.

b. Grade. The grade and crown shall be measured on a 50-foot (15-m) grid and shall be within +0 and -1/2 inch (12 mm) of the specified grade.

208-3.9 Acceptance sampling and testing. Aggregate base course shall be accepted for density and thickness on an area basis. Two tests will be made for density and thickness for each 1,200 square yards (1,000 square meters). Sampling locations will be determined on a random basis per ASTM D3665.

a. Density. The RPR shall perform all density tests. Each area shall be accepted for density when the field density is at least 100% of the maximum density of laboratory specimens compacted and tested per ASTM D698. The in-place field density shall be determined per ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. If the specified density is not attained, the area represented by the failed test must be reworked and/or recompacted and two additional random tests made. This procedure shall be followed until the specified density is reached. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.

b. Thickness. Depth tests shall be made by test holes at least 3 inches (75 mm) in diameter that extend

through the base. The thickness of the base course shall be within +0 and -1/2 inch (12 mm) of the specified thickness as determined by depth tests taken by the Contractor in the presence of the RPR for each area. Where the thickness is deficient by more than 1/2-inch (12 mm), the Contractor shall correct such areas at no additional cost by scarifying to a depth of at least 3 inches (75 mm), adding new material of proper gradation, and the material shall be blended and recompacted to grade. The Contractor shall replace, at his expense, base material where depth tests have been taken. In lieu of sample holes, the Contractor may supply the Engineer with surveyed information comparing the finished subgrade / subbase to the finished base for the Engineer to verify / calculate the completed thickness.


208-4.1 The quantity of aggregate base course shall be measured by the number cubic yards (cubic meters) of material actually constructed and accepted by the RPR as complying with the plans and specifications. Base materials shall not be included in any other excavation quantities.


BASIS OF PAYMENT

208-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for aggregate base course. This price shall be full compensation for furnishing all materials and for all operations, hauling, placing, and compacting of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item P-208-5.1 Aggregate Base Course – per cubic yard (cubic meter)

REFERENCES


ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate

ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate


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

ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates

ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates ASTM D75 Standard Practice for Sampling Aggregates ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 ft-lbf/ft3 (2700 kN-m/m3)) ASTM D2167 Standard Test Method for Density and Unit Weight of Soil in Place by the

Rubber Balloon Method ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes

(Unified Soil Classification System) ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils ASTM D4491 Standard Test Methods for Water Permeability of Geotextiles by

Permittivity ASTM D4643 Standard Test Method for Determination of Water Content of Soil and

Rock by Microwave Oven Heating ASTM D4751 Standard Test Methods for Determining Apparent Opening Size of a

Geotextile ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and

Elongated Particles in Coarse Aggregate


ASTM D5821 Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate

ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D7928 Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

American Association of State Highway and Transportation Officials (AASHTO)

M288 Standard Specification for Geosynthetic Specification for Highway Applications

END OF ITEM P-208

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-208.lessthan60k.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-208.lessthan60k.docx (05/2020)

ASPHALT MIX PAVEMENT P-401.1

ITEM P-401 ASPHALT MIX PAVEMENT

DESCRIPTION

401-1.1 This item shall consist of pavement courses composed of mineral aggregate and asphalt binder mixed in a central mixing plant and placed on a prepared base or stabilized course in accordance with these specifications and shall conform to the lines, grades, thicknesses, and typical cross-sections shown on the plans. Each course shall be constructed to the depth, typical section, and elevation required by the plans and shall be rolled, finished, and approved before the placement of the next course.

MATERIALS

401-2.1 Aggregate. Aggregates shall consist of crushed stone, crushed gravel, crushed slag, screenings, natural sand, and mineral filler, as required. The aggregates should have no known history of detrimental pavement staining due to ferrous sulfides, such as pyrite. Coarse aggregate is the material retained on the No. 4 (4.75 mm) sieve. Fine aggregate is the material passing the No. 4 (4.75 mm) sieve.

a. Coarse aggregate. Coarse aggregate shall consist of sound, tough, durable particles, free from films of matter that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. Coarse aggregate material requirements are given in the table below.

Coarse Aggregate Material Requirements Material Test Requirement Standard

Resistance to Degradation Loss: 40% maximum ASTM C131 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate


ASTM C88


0.3% maximum ASTM C142

Percentage of Fractured Particles

For pavements designed for aircraft gross weights of 60,000 pounds (27200 kg) or more: Minimum 75% by weight of particles with at least two fractured faces and 85% with at least one fractured face1

ASTM D5821

For pavements designed for aircraft gross weights less than 60,000 pounds (27200 kg): Minimum 50% by weight of particles with at least two fractured faces and 65% with at least one fractured face1

Flat, Elongated, or Flat and Elongated Particles

8% maximum, by weight, of flat, elongated, or flat and elongated particles at 5:1 2

ASTM D4791

Bulk density of slag 3 Weigh not less than 70 pounds per cubic foot (1.12 Mg/cubic meter)

ASTM C29.

1 The area of each face shall be equal to at least 75% of the smallest mid-sectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces.

2 A flat particle is one having a ratio of width to thickness greater than five (5); an elongated particle is one having a ratio of length to width greater than five (5).

3 Only required if slag is specified.

b. Fine aggregate. Fine aggregate shall consist of clean, sound, tough, durable, angular shaped particles produced by crushing stone, slag, or gravel and shall be free from coatings of clay, silt, or

P-401.2 ASPHALT MIX PAVEMENT

other objectionable matter. Natural (non-manufactured) sand may be used to obtain the gradation of the fine aggregate blend or to improve the workability of the mix. Fine aggregate material requirements are listed in the table below.

Fine Aggregate Material Requirements Material Test Requirement Standard

Liquid limit 25 maximum ASTM D4318 Plasticity Index 4 maximum ASTM D4318 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate


ASTM C88


0.3% maximum ASTM C142

Sand equivalent 45 minimum ASTM D2419 Natural Sand1 0% to 15% maximum by weight of total

aggregate ASTM D1073

1The addition of natural sand to a mix containing all crushed coarse and fine aggregates will normally increase its workability and compactability. The addition of natural sand tends to decrease the stability of the mixture, therefore, it is recommended to not use natural sand. However, if natural sand is used, use the minimum amount necessary to achieve a workable mixture.

c. Sampling. ASTM D75 shall be used in sampling coarse and fine aggregate.

401-2.2 Mineral filler. Mineral filler (baghouse fines) may be added in addition to material naturally present in the aggregate. Mineral filler shall meet the requirements of ASTM D242.

Mineral Filler Requirements Material Test Requirement Standard

Plasticity Index 4 maximum ASTM D4318 401-2.3 Asphalt binder. Asphalt binder shall conform to ASTM D6373 Performance Grade (PG) 64-28 for all runways, taxiways, and taxilanes, and PG 70-28 for all aprons (including the taxiways / taxilanes that traverse the apron).

Asphalt Binder PG Plus Test Requirements1 Material Test Requirement Standard Elastic Recovery 75% minimum ASTM D6084

1The above table is only applicable if the spread between the high and low temperature bans of the PG binder is less than 92. 401-2.4 Anti-stripping agent. Any anti-stripping agent or additive (anti-strip) shall be heat stable and shall not change the asphalt binder grade beyond specifications. Anti-strip shall be an approved material of the Department of Transportation of the State in which the project is located.

COMPOSITION 401-3.1 Composition of mixture(s). The asphalt mix shall be composed of a mixture of aggregates, filler and anti-strip agent if required, and asphalt binder. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF). 401-3.2 Job mix formula (JMF) laboratory. The laboratory used to develop the JMF shall possess a current certificate of accreditation, listing D3666 from a national accrediting authority and all test methods required for developing the JMF; and be listed on the accrediting authority’s website. A copy of the


laboratory’s current accreditation and accredited test methods shall be submitted to the Resident Project Representative (RPR) prior to start of construction. 401-3.3 Job mix formula (JMF). No asphalt mixture shall be placed until an acceptable mix design has been submitted to the RPR for review and accepted in writing. The RPR’s review shall not relieve the Contractor of the responsibility to select and proportion the materials to comply with this section. When the project requires asphalt mixtures of differing aggregate gradations and/or binders, a separate JMF shall be submitted for each mix. Add anti-stripping agent to meet tensile strength requirements. The JMF shall be prepared by an accredited laboratory that meets the requirements of paragraph 401-3.2. The asphalt mixture shall be designed using procedures contained in Asphalt Institute MS-2 Mix Design Manual, 7th Edition. Samples shall be prepared and compacted using a Marshall compactor in accordance with ASTM D6926. Should a change in sources of materials be made, a new JMF must be submitted to the RPR for review and accepted in writing before the new material is used. After the initial production JMF has been approved by the RPR and a new or modified JMF is required for whatever reason, the subsequent cost of the new or modified JMF, including a new control strip when required by the RPR, will be borne by the Contractor. The RPR may request samples at any time for testing, prior to and during production, to verify the quality of the materials and to ensure conformance with the applicable specifications. The JMF shall be submitted in writing by the Contractor at least 14 days prior to the start of paving operations. The JMF shall be developed within the same construction season using aggregates proposed for project use. The JMF shall be dated, and stamped or sealed by the responsible professional Engineer of the laboratory and shall include the following items as a minimum:

Manufacturer’s Certificate of Analysis (COA) for the asphalt binder used in the JMF in accordance with paragraph 401-2.3. Certificate of asphalt performance grade is with modifier already added, if used and must indicate compliance with ASTM D6373. For plant modified asphalt binder, certified test report indicating grade certification of modified asphalt binder.

Manufacturer’s Certificate of Analysis (COA) for the anti-stripping agent if used in the JMF in accordance with paragraph 401-2.4.

Certified material test reports for the course and fine aggregate and mineral filler in accordance with paragraphs 401-2.1.

Percent passing each sieve size for individual gradation of each aggregate cold feed and/or hot bin; percent by weight of each cold feed and/or hot bin used; and the total combined gradation in the JMF.

Specific Gravity and absorption of each coarse and fine aggregate. Percent natural sand. Percent fractured faces. Percent by weight of flat particles, elongated particles, and flat and elongated particles (and

criteria). Percent of asphalt. Number of blows Laboratory mixing and compaction temperatures. Supplier-recommended field mixing and compaction temperatures. Plot of the combined gradation on a 0.45 power gradation curve.


Graphical plots of air voids, voids in the mineral aggregate (VMA), and unit weight versus asphalt content. To achieve minimum VMA during production, the mix design needs to account for material breakdown during production.

Tensile Strength Ratio (TSR). Type and amount of Anti-strip agent when used. Asphalt Pavement Analyzer (APA) results. Date the JMF was developed. Mix designs that are not dated or which are from a prior construction

season shall not be accepted.

Table 1. Asphalt Design Criteria Test Property Value Test Method

Number of blows 50 ASTM D6926 Air voids (%) 3.5 ASTM D3203 Percent voids in mineral aggregate (VMA), minimum

See Table 2 ASTM D6995

Tensile Strength Ratio (TSR)1 not less than 80 at a saturation of 70-80%

ASTM D4867

Asphalt Pavement Analyzer (APA)2

Less than 10 mm @ 4000 passes AASHTO T340 at 250 psi hose pressure at 64°C test temperature

1 Test specimens for TSR shall be compacted at 7 ± 1.0 % air voids. In areas subject to freeze-thaw, use freeze-thaw conditioning in lieu of moisture conditioning per ASTM D4867.

2 AASHTO T340 at 100 psi hose pressure at 64°C test temperature may be used in the interim. If this method is used the required Value shall be less than 5 mm @ 8000 passes

The mineral aggregate shall be of such size that the percentage composition by weight, as determined by laboratory sieves, will conform to the gradation or gradations specified in Table 2 when tested in accordance with ASTM C136 and ASTM C117. The gradations in Table 2 represent the limits that shall determine the suitability of aggregate for use from the sources of supply; be well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve, or vice versa.

Table 2. Aggregate - Asphalt Pavements

Sieve Size Percentage by Weight

Passing Sieve Gradation 2 1 inch (25.0 mm) -- 3/4 inch (19.0 mm) 100 1/2 inch (12.5 mm) 90-100 3/8 inch (9.5 mm) 72-88 No. 4 (4.75 mm) 53-73 No. 8 (2.36 mm) 38-60 No. 16 (1.18 mm) 26-48 No. 30 (600 µm) 18-38 No. 50 (300 µm) 11-27 No. 100 (150 µm) 6-18 No. 200 (75 µm) 3-6 Minimum Voids in Mineral Aggregate (VMA)1 15.0


Asphalt Percent: Stone or gravel 5.0-7.5 Slag 6.5-9.5

Recommended Minimum Construction Lift Thickness 2 inch 1To achieve minimum VMA during production, the mix design needs to account for material breakdown during production.

The aggregate gradations shown are based on aggregates of uniform specific gravity. The percentages passing the various sieves shall be corrected when aggregates of varying specific gravities are used, as indicated in the Asphalt Institute MS-2 Mix Design Manual, 7th Edition. 401-3.4 Reclaimed asphalt pavement (RAP). RAP shall not be used. 401-3.5 Control Strip. Full production shall not begin until an acceptable control strip has been constructed and accepted in writing by the RPR. The Contractor shall prepare and place a quantity of asphalt according to the JMF. The underlying grade or pavement structure upon which the control strip is to be constructed shall be the same as the remainder of the course represented by the control strip. The Contractor will not be allowed to place the control strip until the Contractor quality control program (CQCP), showing conformance with the requirements of paragraph 401-5.1, has been accepted, in writing, by the RPR. The control strip will consist of at least 250 tons (227 metric tons) or 1/2 sublot, whichever is greater. The control strip shall be placed in two lanes of the same width and depth to be used in production with a longitudinal cold joint. The cold joint must be cut back in accordance with paragraph 401-4.14 using the same procedure that will be used during production. The cold joint for the control strip will be an exposed construction joint at least four (4) hours old or when the mat has cooled to less than 160°F (71°C). The equipment used in construction of the control strip shall be the same type, configuration and weight to be used on the project. The control strip will be considered acceptable by the RPR if the gradation, asphalt content, and VMA are within the action limits specified in paragraph 401-5.5a; and Mat density, air voids, and joint density meet the requirements specified in paragraphs 401-6.2. If the control strip is unacceptable, necessary adjustments to the JMF, plant operation, placing procedures, and/or rolling procedures shall be made and another control strip shall be placed. Unacceptable control strips shall be removed at the Contractor’s expense. Payment will only be made for an acceptable control strip in accordance with paragraph 401-8.1 using a lot pay factor equal to 100.


401-4.1 Weather limitations. The asphalt shall not be placed upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 4. The temperature requirements may be waived by the RPR, if requested; however, all other requirements including compaction shall be met.


Table 4. Surface Temperature Limitations of Underlying Course

Mat Thickness Base Temperature (Minimum)

F C

3 inches (7.5 cm) or greater 40 1 4

Greater than 2 inches (50 mm) but less than 3 inches (7.5 cm)

45 7

401-4.2 Asphalt plant. Plants used for the preparation of asphalt shall conform to the requirements of American Association of State Highway and Transportation Officials (AASHTO) M156 including the following items.

a. Inspection of plant. The RPR, or RPR’s authorized representative, shall have access, at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant: verifying weights, proportions, and material properties; and checking the temperatures maintained in the preparation of the mixtures.

b. Storage bins and surge bins. The asphalt mixture stored in storage and/or surge bins shall meet the same requirements as asphalt mixture loaded directly into trucks. Asphalt mixture shall not be stored in storage and/or surge bins for a period greater than twelve (12) hours. If the RPR determines there is an excessive heat loss, segregation, or oxidation of the asphalt mixture due to temporary storage, temporary storage shall not be allowed.

401-4.3 Aggregate stockpile management. Aggregate stockpiles shall be constructed in a manner that prevents segregation and intermixing of deleterious materials. Aggregates from different sources shall be stockpiled, weighed and batched separately at the asphalt batch plant. Aggregates that have become segregated or mixed with earth or foreign material shall not be used. A continuous supply of materials shall be provided to the work to ensure continuous placement. 401-4.4 Hauling equipment. Trucks used for hauling asphalt shall have tight, clean, and smooth metal beds. To prevent the asphalt from sticking to the truck beds, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other material approved by the RPR. Petroleum products shall not be used for coating truck beds. Each truck shall have a suitable cover to protect the mixture from adverse weather. When necessary, to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers shall be securely fastened. 401-4.4.1 Material transfer vehicle (MTV). Material transfer vehicles are not required. 401-4.5 Asphalt pavers. Asphalt pavers shall be self-propelled with an activated heated screed, capable of spreading and finishing courses of asphalt that will meet the specified thickness, smoothness, and grade. The paver shall have sufficient power to propel itself and the hauling equipment without adversely affecting the finished surface. The asphalt paver shall be equipped with a control system capable of automatically maintaining the specified screed grade and elevation. If the spreading and finishing equipment in use leaves tracks or indented areas or produces other blemishes in the pavement that are not satisfactorily corrected by the scheduled operations, the use of such equipment shall be discontinued. The paver shall be capable of paving to a minimum width specified in paragraph 401-4.12.


401-4.6 Rollers. The number, type, and weight of rollers shall be sufficient to compact the asphalt to the required density while it is still in a workable condition without crushing of the aggregate, depressions or other damage to the pavement surface. Rollers shall be in good condition, clean, and capable of operating at slow speeds to avoid displacement of the asphalt. All rollers shall be specifically designed and suitable for compacting asphalt concrete and shall be properly used. Rollers that impair the stability of any layer of a pavement structure or underlying soils shall not be used. 401-4.7 Density device. The Contractor shall have on site a density gauge during all paving operations in order to assist in the determination of the optimum rolling pattern, type of roller and frequencies, as well as to monitor the effect of the rolling operations during production paving. The Contractor shall supply a qualified technician during all paving operations to calibrate the gauge and obtain accurate density readings for all new asphalt. These densities shall be supplied to the RPR upon request at any time during construction. No separate payment will be made for supplying the density gauge and technician. 401-4.8 Preparation of asphalt binder. The asphalt binder shall be heated in a manner that will avoid local overheating and provide a continuous supply of the asphalt binder to the mixer at a uniform temperature. The temperature of unmodified asphalt binder delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles but shall not exceed 325°F (160°C) when added to the aggregate. The temperature of modified asphalt binder shall be no more than 350°F (175°C) when added to the aggregate. 401-4.9 Preparation of mineral aggregate. The aggregate for the asphalt shall be heated and dried. The maximum temperature and rate of heating shall be such that no damage occurs to the aggregates. The temperature of the aggregate and mineral filler shall not exceed 350°F (175°C) when the asphalt binder is added. Particular care shall be taken that aggregates high in calcium or magnesium content are not damaged by overheating. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability. 401-4.10 Preparation of Asphalt mixture. The aggregates and the asphalt binder shall be weighed or metered and mixed in the amount specified by the JMF. The combined materials shall be mixed until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but not less than 25 seconds for batch plants. The wet mixing time for all plants shall be established by the Contractor, based on the procedure for determining the percentage of coated particles described in ASTM D2489, for each individual plant and for each type of aggregate used. The wet mixing time will be set to achieve 95% of coated particles. For continuous mix plants, the minimum mixing time shall be determined by dividing the weight of its contents at operating level by the weight of the mixture delivered per second by the mixer. The moisture content of all asphalt upon discharge shall not exceed 0.5%. 401-4.11 Application of Prime and Tack Coat. Immediately before placing the asphalt mixture, the underlying course shall be cleaned of all dust and debris. A prime coat in accordance with Item P-602 shall be applied to aggregate base prior to placing the asphalt mixture. A tack coat shall be applied in accordance with Item P-603 to all vertical and horizontal asphalt and concrete surfaces prior to placement of the first and each subsequent lift of asphalt mixture. 401-4.12 Laydown plan, transporting, placing, and finishing. Prior to the placement of the asphalt, the Contractor shall prepare a laydown plan with the sequence of paving lanes and width to minimize the number of cold joints; the location of any temporary ramps; laydown temperature; and estimated time of


completion for each portion of the work (milling, paving, rolling, cooling, etc.). The laydown plan and any modifications shall be approved by the RPR. Deliveries shall be scheduled so that placing and compacting of asphalt is uniform with minimum stopping and starting of the paver. Hauling over freshly placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool to approximately ambient temperature. The Contractor, at their expense, shall be responsible for repair of any damage to the pavement caused by hauling operations. Contractor shall survey each lift of asphalt surface course and certify to RPR that every lot of each lift meets the grade tolerances of paragraph 401-6.2d before the next lift can be placed. Edges of existing asphalt pavement abutting the new work shall be saw cut and the cut off material and laitance removed. Apply a tack coat in accordance with P-603 before new asphalt material is placed against it. The speed of the paver shall be regulated to eliminate pulling and tearing of the asphalt mat. Placement of the asphalt mix shall begin along the centerline of a crowned section or on the high side of areas with a one-way slope unless shown otherwise on the laydown plan as accepted by the RPR. The asphalt mix shall be placed in consecutive adjacent lanes having a minimum width of 12.5 feet (m) except where edge lanes require less width to complete the area. Additional screed sections attached to widen the paver to meet the minimum lane width requirements must include additional auger sections to move the asphalt mixture uniformly along the screed extension. The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least one foot (30 cm); however, the joint in the surface top course shall be at the centerline of crowned pavements. Transverse joints in one course shall be offset by at least 10 feet (3 m) from transverse joints in the previous course. Transverse joints in adjacent lanes shall be offset a minimum of 10 feet (3 m). On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the asphalt may be spread and luted by hand tools. The RPR may at any time, reject any batch of asphalt, on the truck or placed in the mat, which is rendered unfit for use due to contamination, segregation, incomplete coating of aggregate, or overheated asphalt mixture. Such rejection may be based on only visual inspection or temperature measurements. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the RPR, and if it can be demonstrated in the laboratory, in the presence of the RPR, that such material was erroneously rejected, payment will be made for the material at the contract unit price. Areas of segregation in the surface course, as determined by the RPR, shall be removed and replaced at the Contractor’s expense. The area shall be removed by saw cutting and milling a minimum of the construction lift thickness as specified in paragraph 401-3.3, Table 2 for the approved mix design. The area to be removed and replaced shall be a minimum width of the paver and a minimum of 10 feet (3 m) long. 401-4.13 Compaction of asphalt mixture. After placing, the asphalt mixture shall be thoroughly and uniformly compacted by self-propelled rollers. The surface shall be compacted as soon as possible when the asphalt has attained sufficient stability so that the rolling does not cause undue displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any surface defects and/or displacement occurring as a result of the roller, or from any other cause, shall be corrected at the Contractor’s expense. Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until the surface is of uniform texture, true to grade and cross-section, and the required field density is obtained. To prevent


adhesion of the asphalt to the roller, the wheels shall be equipped with a scraper and kept moistened with water as necessary. In areas not accessible to the roller, the mixture shall be thoroughly compacted with approved power tampers. Any asphalt that becomes loose and broken, mixed with dirt, contains check-cracking, or in any way defective shall be removed and replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor’s expense. Skin patching shall not be allowed. 401-4.14 Joints. The formation of all joints shall be made to ensure a continuous bond between the courses and obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade. The roller shall not pass over the unprotected end of the freshly laid asphalt except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing the adjacent lane. In both methods, all contact surfaces shall be coated with an asphalt tack coat before placing any fresh asphalt against the joint. Longitudinal joints which have been left exposed for more than four (4) hours; the surface temperature has cooled to less than 175°F (80°C); or are irregular, damaged, uncompacted or otherwise defective shall be cut back with a cutting wheel or pavement saw a maximum of 3 inches (75 mm) to expose a clean, sound, uniform vertical surface for the full depth of the course. All cutback material and any laitance produced from cutting joints shall be removed from the project. Asphalt tack coat in accordance with P-603 shall be applied to the clean, dry joint prior to placing any additional fresh asphalt against the joint. The cost of this work shall be considered incidental to the cost of the asphalt. 401-4.15 Saw-cut grooving. Saw-cut grooving is not required. 401-4.16 Diamond grinding. Diamond grinding shall be completed prior to pavement grooving. Diamond grinding shall be accomplished by sawing with saw blades impregnated with industrial diamond abrasive. Diamond grinding shall be performed with a machine designed specifically for diamond grinding capable of cutting a path at least 3 feet (0.9 m) wide. The saw blades shall be 1/8-inch (3-mm) wide with a sufficient number of blades to create grooves between 0.090 and 0.130 inches (2 and 3.5 mm) wide; and peaks and ridges approximately 1/32 inch (1 mm) higher than the bottom of the grinding cut. The actual number of blades will be determined by the Contractor and depend on the hardness of the aggregate. Equipment or grinding procedures that cause ravels, aggregate fractures, spalls or disturbance to the pavement will not be permitted. Contractor shall demonstrate to the RPR that the grinding equipment will produce satisfactory results prior to making corrections to surfaces. Grinding will be tapered in all directions to provide smooth transitions to areas not requiring grinding. The slurry resulting from the grinding operation shall be continuously removed and the pavement left in a clean condition. The Contractor shall apply a surface treatment per P-608 to all areas that have been subject to grinding. 401-4.17 Nighttime paving requirements. The Contractor shall provide adequate lighting during any nighttime construction. A lighting plan shall be submitted by the Contractor and approved by the RPR prior to the start of any nighttime work. All work shall be in accordance with the approved CSPP and lighting plan.


CONTRACTOR QUALITY CONTROL (CQC) 401-5.1 General. The Contractor shall develop a Contractor Quality Control Program (CQCP) in accordance with Item C-100. No partial payment will be made for materials without an approved CQCP. 401-5.2 Contractor quality control (QC) facilities. The Contractor shall provide or contract for testing facilities in accordance with Item C-100. The RPR shall be permitted unrestricted access to inspect the Contractor’s QC facilities and witness QC activities. The RPR will advise the Contractor in writing of any noted deficiencies concerning the QC facility, equipment, supplies, or testing personnel and procedures. When the deficiencies are serious enough to be adversely affecting the test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resume until the deficiencies are satisfactorily corrected. 401-5.3 Contractor QC testing. The Contractor shall perform all QC tests necessary to control the production and construction processes applicable to these specifications and as set forth in the approved CQCP. The testing program shall include, but not necessarily be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, field compaction, and surface smoothness. A QC Testing Plan shall be developed as part of the CQCP.

a. Asphalt content. A minimum of two tests shall be performed per day in accordance with ASTM D6307 or ASTM D2172 for determination of asphalt content. When using ASTM D6307, the correction factor shall be determined as part of the first test performed at the beginning of plant production; and as part of every tenth test performed thereafter. The asphalt content for the day will be determined by averaging the test results.

b. Gradation. Aggregate gradations shall be determined a minimum of twice per day from mechanical analysis of extracted aggregate in accordance with ASTM D5444, ASTM C136, and ASTM C117.

c. Moisture content of aggregate. The moisture content of aggregate used for production shall be

determined a minimum of once per day in accordance with ASTM C566.

d. Moisture content of asphalt. The moisture content shall be determined once per day in accordance with AASHTO T329 or ASTM D1461.

e. Temperatures. Temperatures shall be checked, at least four times per day, at necessary locations

to determine the temperatures of the dryer, the asphalt binder in the storage tank, the asphalt at the plant, and the asphalt at the job site.

f. In-place density monitoring. The Contractor shall conduct any necessary testing to ensure that

the specified density is being achieved. A nuclear gauge may be used to monitor the pavement density in accordance with ASTM D2950.

g. Smoothness for Contractor Quality Control.

The Contractor shall perform smoothness testing in transverse and longitudinal directions daily to verify that the construction processes are producing pavement with variances less than ¼ inch in 12 feet, identifying areas that may pond water which could lead to hydroplaning of aircraft. If the smoothness criteria is not met, appropriate changes and corrections to the construction process shall be made by the Contractor before construction continues


The Contractor may use a 12-foot (3.7 m) straightedge or a rolling inclinometer meeting the requirements of ASTM E2133. Straight-edge testing shall start with one-half the length of the straightedge at the edge of pavement section being tested and then moved ahead one-half the length of the straightedge for each successive measurement. Testing shall be continuous across all joints. The surface irregularity shall be determined by placing the freestanding (unleveled) straightedge on the pavement surface and allowing it to rest upon the two highest spots covered by its length and measuring the maximum gap between the straightedge and the pavement surface in the area between the two high points. If the rolling inclinometer is used, the data may be evaluated using the FAA profile program, ProFAA, using the 12-foot straightedge simulation function. Smoothness readings shall not be made across grade changes or cross slope transitions. The transition between new and existing pavement shall be evaluated separately for conformance with the plans. (1) Transverse measurements. Transverse measurements shall be taken for each day’s

production placed. Transverse measurements shall be taken perpendicular to the pavement centerline each 50 feet (15 m) or more often as determined by the RPR. The joint between lanes shall be tested separately to facilitate smoothness between lanes.

(2) Longitudinal measurements. Longitudinal measurements shall be taken for each day’s production placed. Longitudinal tests shall be parallel to the centerline of paving; at the center of paving lanes when widths of paving lanes are less than 20 feet (6 m); and at the third points of paving lanes when widths of paving lanes are 20 ft (6 m) or greater.

Deviations on the final surface course in either the transverse or longitudinal direction that will trap water greater than 1/4 inch (6 mm) shall be corrected with diamond grinding per paragraph 401-4.16 or by removing and replacing the surface course to full depth. Grinding shall be tapered in all directions to provide smooth transitions to areas not requiring grinding. All areas in which diamond grinding has been performed shall be subject to the final pavement thickness tolerances specified in paragraph 401-6.1d(3). Areas that have been ground shall be sealed with a surface treatment in accordance with Item P-608. To avoid the surface treatment creating any conflict with runway or taxiway markings, it may be necessary to seal a larger area. Control charts shall be kept to show the area of each day’s placement and the percentage of corrective grinding required. Corrections to production and placement shall be initiated when corrective grinding is required. If the Contractor’s machines and/or methods produce significant areas that need corrective actions in excess of 10 percent of a day’s production, production shall be stopped until corrective measures are implemented by the Contractor.

h. Grade. Grade shall be evaluated daily to allow adjustments to paving operations when grade

measurements do not meet specifications. As a minimum, grade shall be evaluated prior to and after the placement of the first lift and after placement of the surface lift. Measurements will be taken at appropriate gradelines (as a minimum at center and edges of paving lane) and longitudinal spacing as shown on cross-sections and plans. The final surface of the pavement will not vary from the gradeline elevations and cross-sections shown on the plans by more than 1/2 inch (12 mm) vertically. The documentation will be provided by the Contractor to the RPR by the end of the following working day. Areas with humps or depressions that exceed grade or smoothness criteria and that retain water on the surface must be ground off provided the course thickness after grinding is not more than 1/2


inch (12 mm) less than the thickness specified on the plans. Grinding shall be in accordance with paragraph 401-4.16. The Contractor shall repair low areas or areas that cannot be corrected by grinding by removal of deficient areas to the depth of the final course plus ½ inch and replacing with new material. Skin patching is not allowed.

401-5.4 Sampling. When directed by the RPR, the Contractor shall sample and test any material that appears inconsistent with similar material being sampled, unless such material is voluntarily removed and replaced, or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified. 401-5.5 Control charts. The Contractor shall maintain linear control charts for both individual measurements and range (i.e. difference between highest and lowest measurements) for aggregate gradation, asphalt content, and VMA. The VMA for each day will be calculated and monitored by the QC laboratory. Control charts shall be posted in a location satisfactory to the RPR and kept current. As a minimum, the control charts shall identify the project number, the contract item number, the test number, each test parameter, the Action and Suspension Limits applicable to each test parameter, and the Contractor’s test results. The Contractor shall use the control charts as part of a process control system for identifying potential problems and assignable causes before they occur. If the Contractor’s projected data during production indicates a problem and the Contractor is not taking satisfactory corrective action, the RPR may suspend production or acceptance of the material.

a. Individual measurements. Control charts for individual measurements shall be established to maintain process control within tolerance for aggregate gradation, asphalt content, and VMA. The control charts shall use the job mix formula target values as indicators of central tendency for the following test parameters with associated Action and Suspension Limits:

Control Chart Limits for Individual Measurements Sieve Action Limit Suspension Limit

3/4 inch (19.0 mm) ±6% ±9% 1/2 inch (12.5 mm) ±6% ±9% 3/8 inch (9.5 mm) ±6% ±9% No. 4 (4.75 mm) ±6% ±9% No. 16 (1.18 mm) ±5% ±7.5% No. 50 (300 µm) ±3% ±4.5% No. 200 (75 µm) ±2% ±3% Asphalt Content ±0.45% ±0.70% Minimum VMA -0.5% -1.0%

b. Range. Control charts shall be established to control gradation process variability. The range shall

be plotted as the difference between the two test results for each control parameter. The Suspension Limits specified below are based on a sample size of n = 2. Should the Contractor elect to perform more than two tests per lot, the Suspension Limits shall be adjusted by multiplying the Suspension Limit by 1.18 for n = 3 and by 1.27 for n = 4.


Control Chart Limits Based on Range Sieve Suspension Limit

1/2 inch (12.5 mm) 11% 3/8 inch (9.5 mm) 11% No. 4 (4.75 mm) 11% No. 16 (1.18 mm) 9% No. 50 (300 µm) 6% No. 200 (75 µm) 3.5% Asphalt Content 0.8%

c. Corrective Action. The CQCP shall indicate that appropriate action shall be taken when the

process is believed to be out of tolerance. The Plan shall contain rules to gauge when a process is out of control and detail what action will be taken to bring the process into control. As a minimum, a process shall be deemed out of control and production stopped and corrective action taken, if: (1) One point falls outside the Suspension Limit line for individual measurements or range; or

(2) Two points in a row fall outside the Action Limit line for individual measurements.

401-5.6 QC reports. The Contractor shall maintain records and shall submit reports of QC activities daily, in accordance with Item C-100.

MATERIAL ACCEPTANCE 401-6.1 Acceptance sampling and testing. Unless otherwise specified, all acceptance sampling and testing necessary to determine conformance with the requirements specified in this section will be performed by the RPR at no cost to the Contractor except that coring as required in this section shall be completed and paid for by the Contractor.

a. Quality assurance (QA) testing laboratory. The QA testing laboratory performing these acceptance tests will be accredited in accordance with ASTM D3666. The QA laboratory accreditation will be current and listed on the accrediting authority’s website. All test methods required for acceptance sampling and testing will be listed on the lab accreditation.

b. Lot size. A standard lot will be equal to one day’s production divided into approximately equal sublots of between 400 to 600 tons. When only one or two sublots are produced in a day’s production, the sublots will be combined with the production lot from the previous or next day.

Where more than one plant is simultaneously producing asphalt for the job, the lot sizes will apply separately for each plant.

c. Asphalt air voids. Plant-produced asphalt will be tested for air voids on a sublot basis.

(1) Sampling. Material from each sublot shall be sampled in accordance with ASTM D3665.

Samples shall be taken from material deposited into trucks at the plant or at the job site in accordance with ASTM D979. The sample of asphalt may be put in a covered metal tin and placed in an oven for not less than 30 minutes nor more than 60 minutes to maintain the material at or above the compaction temperature as specified in the JMF.

(2) Testing. Air voids will be determined for each sublot in accordance with ASTM D3203 for a

set of compacted specimens prepared in accordance with ASTM D6926.


d. In-place asphalt mat and joint density. Each sublot will be tested for in-place mat and joint density as a percentage of the theoretical maximum density (TMD). (1) Sampling. The Engineer / RPR will identify and the Contractor will cut minimum 5-inch (125

mm) diameter samples in accordance with ASTM D5361. The Contractor shall furnish all tools, labor, and materials for cleaning, and filling the cored pavement. Laitance produced by the coring operation shall be removed immediately after coring, and core holes shall be filled within one day after sampling in a manner acceptable to the RPR.

(2) Bond. Each lift of asphalt shall be bonded to the underlying layer. If cores reveal that the surface is not bonded, additional cores shall be taken as directed by the RPR to determine the extent of unbonded areas. Unbonded areas shall be removed by milling and replaced at no additional cost as directed by the RPR.

(3) Thickness. Thickness of each lift of surface course will be evaluated by the RPR for

compliance to the requirements shown on the plans after any necessary corrections for grade. Measurements of thickness will be made using the cores extracted for each sublot for density measurement. The maximum allowable deficiency at any point will not be more than 1/4 inch (6 mm) less than the thickness indicated for the lift. Average thickness of lift, or combined lifts, will not be less than the indicated thickness. Where the thickness tolerances are not met, the lot or sublot shall be corrected by the Contractor at his expense by removing the deficient area and replacing with new pavement. The Contractor, at his expense, may take additional cores as approved by the RPR to circumscribe the deficient area.

(4) Mat density. One core shall be taken from each sublot. Core locations will be determined by

the RPR in accordance with ASTM D3665. Cores for mat density shall not be taken closer than one foot (30 cm) from a transverse or longitudinal joint. The bulk specific gravity of each cored sample will be determined in accordance with ASTM D2726. The percent compaction (density) of each sample will be determined by dividing the bulk specific gravity of each sublot sample by the TMD for that sublot.

(5) Joint density. One core centered over the longitudinal joint shall be taken for each sublot that

has a longitudinal joint. Core locations will be determined by the RPR in accordance with ASTM D3665. The bulk specific gravity of each core sample will be determined in accordance with ASTM D2726. The percent compaction (density) of each sample will be determined by dividing the bulk specific gravity of each joint density sample by the average TMD for the lot. The TMD used to determine the joint density at joints formed between lots will be the lower of the average TMD values from the adjacent lots.

401-6.2 Acceptance criteria.

a. General. Acceptance will be based on the implementation of the Contractor Quality Control Program (CQCP) and the following characteristics of the asphalt and completed pavements: air voids, mat density, joint density, grade and Profilograph roughness (profilograph roughness is only applicable for runway, taxiway, and taxilane pavements with sections greater than 500 feet (150 m) in length – including taxiways / taxilanes that traverse through aprons).

b. Air Voids and Mat density. Acceptance of each lot of plant produced material for mat density and air voids will be based on the percentage of material within specification limits (PWL). If the PWL of the lot equals or exceeds 90%, the lot will be acceptable. Acceptance and payment will be determined in accordance with paragraph 401-8.1.


c. Joint density. Acceptance of each lot of plant produced asphalt for joint density will be based on the PWL. If the PWL of the lot is equal to or exceeds 90%, the lot will be considered acceptable. If the PWL is less than 90%, the Contractor shall evaluate the reason and act accordingly. If the PWL is less than 80%, the Contractor shall cease operations and until the reason for poor compaction has been determined. If the PWL is less than 71%, the pay factor for the lot used to complete the joint will be reduced by five (5) percentage points. This lot pay factor reduction will be incorporated and evaluated in accordance with paragraph 401-8.1.

d. Grade. The final finished surface of the pavement shall be surveyed to verify that the grade

elevations and cross-sections shown on the plans do not deviate more than 1/2 inch (12 mm) vertically.

Cross-sections of the pavement shall be taken at a minimum 50-foot (15-m) longitudinal spacing and at all longitudinal grade breaks. Minimum cross-section grade points shall include grade at centerline, ± 10 feet of centerline, and edge of pavement. The survey and documentation shall be stamped and signed by a licensed surveyor. Payment for sublots that do not meet grade for over 25% of the sublot shall not be more than 95%.

e. Profilograph roughness for QA Acceptance. The final profilograph shall be the full length of the project to facilitate testing of roughness between lots. The Contractor, in the presence of the RPR shall perform a profilograph roughness test on the completed project with a profilograph meeting the requirements of ASTM E1274 or a Class I inertial profiler meeting ASTM E950. Data and results shall be provided within 48 hrs of profilograph roughness tests. The pavement shall have an average profile index less than 15 inches per mile per 1/10 mile. The equipment shall utilize electronic recording and automatic computerized reduction of data to indicate “must grind” bumps and the Profile Index for the pavement using a 0.2-inch (5 mm) blanking band. The bump template must span one inch (25 mm) with an offset of 0.4 inches (10 mm). The profilograph must be calibrated prior to use and operated by a factory or State DOT approved, trained operator. Profilograms shall be recorded on a longitudinal scale of one inch (25 mm) equals 25 feet (7.5 m) and a vertical scale of one inch (25 mm) equals one inch (25 mm). Profilograph shall be performed one foot right and left of project centerline and 15 feet (4.5 m) right and left of project centerline. Any areas that indicate “must grind” shall be corrected with diamond grinding per paragraph 401-4.16 or by removing and replacing full depth of surface course. as directed by the RPR. Where corrections are necessary, a second profilograph run shall be performed to verify that the corrections produced an average profile index of 15 inches per mile per 1/10 mile or less.

401-6.3 Percentage of material within specification limits (PWL). The PWL will be determined in accordance with procedures specified in Item C-110. The specification tolerance limits (L) for lower and (U) for upper are contained in Table 5.

Table 5. Acceptance Limits for Air Voids and Density

Test Property Pavements Specification

Tolerance Limits L U

Air Voids Total Mix (%) 2.0 5.0 Surface Course Mat Density (%) 92.8 - Base Course Mat Density (%) 91.8 - Joint density (%) 90.5 --


a. Outliers. All individual tests for mat density and air voids will be checked for outliers (test criterion) in accordance with ASTM E178, at a significance level of 5%. Outliers will be discarded, and the PWL will be determined using the remaining test values. The criteria in Table 5 is based on production processes which have a variability with the following standard deviations: Surface Course Mat Density (%), 1.20; Base Course Mat Density (%), 1.55; Joint Density (%), 1.8.

The Contractor should note that (1) 90 PWL is achieved when consistently producing a surface course with an average mat density of at least 94% with 1.20% or less variability, (2) 90 PWL is achieved when consistently producing a base course with an average mat density of at least 93.5% with 1.8% or less variability, and (3) 90 PWL is achieved when consistently producing joints with an average joint density of at least 91% with 1.8% or less variability. 401-6.4 Resampling pavement for mat density.

a. General. Resampling of a lot of pavement will only be allowed for mat density, and then, only if the Contractor requests same, in writing, within 48 hours after receiving the written test results from the RPR. A retest will consist of all the sampling and testing procedures contained in paragraphs 401-6.1d and 401-6.2b. Only one resampling per lot will be permitted. (1) A redefined PWL will be calculated for the resampled lot. The number of tests used to calculate

the redefined PWL will include the initial tests made for that lot plus the retests.

(2) The cost for resampling and retesting shall be borne by the Contractor.

b. Payment for resampled lots. The redefined PWL for a resampled lot will be used to calculate the payment for that lot in accordance with Table 6.

c. Outliers. Check for outliers in accordance with ASTM E178, at a significance level of 5%. 401-6.5 Leveling course. Reserved.

METHOD OF MEASUREMENT 401-7.1 Measurement. Asphalt shall be measured by the number of tons of asphalt used in the accepted work. Batch weights or truck scale weights will be used to determine the basis for the tonnage.

BASIS OF PAYMENT 401-8.1 Payment. Payment for a lot of asphalt meeting all acceptance criteria as specified in paragraph 401-6.2 shall be made based on results of tests for mat density and air voids. Payment for acceptable lots shall be adjusted according to paragraph 401-8.1c for mat density and air voids; and paragraph 401-6.2c for joint density, subject to the limitation that:

a. The total project payment for plant mix asphalt pavement shall not exceed 100 percent of the product of the contract unit price and the total number of tons (kg) of asphalt used in the accepted work.

b. The price shall be compensation for furnishing all materials, for all preparation, mixing, and placing of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.


c. Basis of adjusted payment. The pay factor for each individual lot shall be calculated in accordance with Table 6. A pay factor shall be calculated for both mat density and air voids. The lot pay factor shall be the higher of the two values when calculations for both mat density and air voids are 100% or higher. The lot pay factor shall be the product of the two values when only one of the calculations for either mat density or air voids is 100% or higher. The lot pay factor shall be the lower of the two values when calculations for both mat density and air voids are less than 100%. If PWL for joint density is less than 71% then the lot pay factor shall be reduced by 5% but be no higher than 95%.

For each lot accepted, the adjusted contract unit price shall be the product of the lot pay factor for the lot and the contract unit price. Payment shall be subject to the total project payment limitation specified in paragraph 401-8.1a. Payment in excess of 100% for accepted lots of asphalt shall be used to offset payment for accepted lots of asphalt pavement that achieve a lot pay factor less than 100%. Payment for sublots which do not meet grade in accordance with paragraph 401-6.2d after correction for over 25% of the sublot shall be reduced by 5%.

Table 6. Price adjustment schedule1

Percentage of material within specification limits (PWL)

Lot pay factor (percent of contract unit price)

96 – 100 106 90 – 95 PWL + 10 75 – 89 0.5 PWL + 55 55 – 74 1.4 PWL – 12

Below 55 Reject 2 1 Although it is theoretically possible to achieve a pay factor of 106% for each lot, actual payment above 100% shall be subject

to the total project payment limitation specified in paragraph 401-8.1a. 2 The lot shall be removed and replaced. However, the RPR may decide to allow the rejected lot to remain. In that case, if the

RPR and Contractor agree in writing that the lot shall not be removed, it shall be paid for at 50% of the contract unit price and the total project payment shall be reduced by the amount withheld for the rejected lot.

d. Profilograph Roughness. The Contractor will receive full payment when the profilograph average

profile index is in accordance with paragraph 401-6.2e. When the final average profile index for the entire length of pavement does not exceed 15 inches per mile per 1/10 mile, payment will be made at the contract unit price for the completed pavement. 401-8.1 Payment. Payment will be made under:

Item P-401-8.1 Asphalt Surface Course – per ton (kg) Item P-401-8.2 Asphalt Binder – per ton (kg)

REFERENCES


ASTM C29 Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate


ASTM C88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate


ASTM C127 Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of Coarse Aggregate

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


ASTM C142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates ASTM C566 Standard Test Method for Total Evaporable Moisture Content of

Aggregate by Drying ASTM D75 Standard Practice for Sampling Aggregates ASTM D242 Standard Specification for Mineral Filler for Bituminous Paving Mixtures ASTM D946 Standard Specification for Penetration-Graded Asphalt Cement for Use in

Pavement Construction ASTM D979 Standard Practice for Sampling Asphalt Paving Mixtures ASTM D1073 Standard Specification for Fine Aggregate for Asphalt Paving Mixtures ASTM D1188 Standard Test Method for Bulk Specific Gravity and Density of

Compacted Bituminous Mixtures Using Coated Samples ASTM D2172 Standard Test Method for Quantitative Extraction of Bitumen from

Asphalt Paving Mixtures ASTM D1461 Standard Test Method for Moisture or Volatile Distillates in Asphalt

Paving Mixtures ASTM D2041 Standard Test Method for Theoretical Maximum Specific Gravity and

Density of Bituminous Paving Mixtures ASTM D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine

Aggregate ASTM D2489 Standard Practice for Estimating Degree of Particle Coating of

Bituminous-Aggregate Mixtures ASTM D2726 Standard Test Method for Bulk Specific Gravity and Density of Non-

Absorptive Compacted Bituminous Mixtures ASTM D2950 Standard Test Method for Density of Bituminous Concrete in Place by

Nuclear Methods ASTM D3203 Standard Test Method for Percent Air Voids in Compacted Dense and

Open Bituminous Paving Mixtures ASTM D3381 Standard Specification for Viscosity-Graded Asphalt Cement for Use in

Pavement Construction ASTM D3665 Standard Practice for Random Sampling of Construction Materials ASTM D3666 Standard Specification for Minimum Requirements for Agencies Testing

and Inspecting Road and Paving Materials ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils ASTM D4552 Standard Practice for Classifying Hot-Mix Recycling Agents ASTM D4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and

Elongated Particles in Coarse Aggregate ASTM D4867 Standard Test Method for Effect of Moisture on Asphalt Concrete Paving

Mixtures ASTM D5361 Standard Practice for Sampling Compacted Asphalt Mixtures for

Laboratory Testing


ASTM D5444 Standard Test Method for Mechanical Size Analysis of Extracted Aggregate

ASTM D5821 Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate

ASTM D6084 Standard Test Method for Elastic Recovery of Bituminous Materials by Ductilometer

ASTM D6307 Standard Test Method for Asphalt Content of Hot Mix Asphalt by Ignition Method

ASTM D6373 Standard Specification for Performance Graded Asphalt Binder ASTM D6752 Standard Test Method for Bulk Specific Gravity and Density of

Compacted Bituminous Mixtures Using Automatic Vacuum Sealing Method

ASTM D6926 Standard Practice for Preparation of Bituminous Specimens Using Marshall Apparatus

ASTM D6927 Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures

ASTM D6995 Standard Test Method for Determining Field VMA based on the Maximum Specific Gravity of the Mix (Gmm)

ASTM E11 Standard Specification for Woven Wire Test Sieve Cloth and Test Sieves ASTM E178 Standard Practice for Dealing with Outlying Observations ASTM E1274 Standard Test Method for Measuring Pavement Roughness Using a

Profilograph ASTM E950 Standard Test Method for Measuring the Longitudinal Profile of Traveled

Surfaces with an Accelerometer Established Inertial Profiling Reference ASTM E2133 Standard Test Method for Using a Rolling Inclinometer to Measure

Longitudinal and Transverse Profiles of a Traveled Surface American Association of State Highway and Transportation Officials (AASHTO)

AASHTO M156 Standard Specification for Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures.

AASHTO T329 Standard Method of Test for Moisture Content of Hot Mix Asphalt (HMA) by Oven Method

AASHTO T324 Standard Method of Test for Hamburg Wheel-Track Testing of Compacted Asphalt Mixtures

AASHTO T 340 Standard Method of Test for Determining the Rutting Susceptibility of Hot Mix Asphalt (APA) Using the Asphalt Pavement Analyzer (APA)

Asphalt Institute (AI) Asphalt Institute Handbook MS-26, Asphalt Binder Asphalt Institute MS-2 Mix Design Manual, 7th Edition AI State Binder Specification Database

Federal Highway Administration (FHWA) Long Term Pavement Performance Binder Program

Advisory Circulars (AC) AC 150/5320-6 Airport Pavement Design and Evaluation

FAA Orders 5300.1 Modifications to Agency Airport Design, Construction, and Equipment

Standards Software

FAARFIELD

END OF ITEM P-401 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-401.morethan30k.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-401.morethan30k.docx (05/2020)

EMULSIFIED ASPHALT PRIME COAT P-602.1

ITEM P-602 EMULSIFIED ASPHALT PRIME COAT

DESCRIPTION 602-1.1 This item shall consist of an application of emulsified asphalt material on the prepared base course in accordance with these specifications and in reasonably close conformity to the lines shown on the plans.

MATERIALS

602-2.1 Emulsified Asphalt material. The emulsified asphalt material shall be as specified in ASTM D3628 for use as a prime coat appropriate to local conditions. The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the emulsified asphalt material. The COA shall be provided to and approved by the Resident Project Representative (RPR) before the emulsified asphalt material is applied. The furnishing of the COA for the emulsified asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project.

CONSTRUCTION METHODS 602-3.1 Weather limitations. The emulsified asphalt prime coat shall be applied only when the existing surface is dry; the atmospheric temperature is 50°F (10°C) or above, and the temperature has not been below 35°F (2°C) for the 12 hours prior to application; and when the weather is not foggy or rainy. The temperature requirements may be waived when directed by the RPR. 602-3.2 Equipment. The equipment shall include a self-powered pressure asphalt material distributor and equipment for heating asphalt material. Provide a distributor with pneumatic tires of such size and number that the load produced on the base surface does not exceed 65.0 psi (4.5 kg/sq cm) of tire width to prevent rutting, shoving or otherwise damaging the base, surface or other layers in the pavement structure. Design and equip the distributor to spray the asphalt material in a uniform coverage at the specified temperature, at readily determined and controlled rates from 0.05 to 1.0 gallons per square yard (0.23 to 4.5 L/square meter), with a pressure range of 25 to 75 psi (172.4 to 517.1 kPa) and with an allowable variation from the specified rate of not more than ±5%, and at variable widths. Include with the distributor equipment a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gauges, volume-measuring devices, adequate heaters for heating of materials to the proper application temperature, a thermometer for reading the temperature of tank contents, and a hand hose attachment suitable for applying asphalt material manually to areas inaccessible to the distributor. Equip the distributor to circulate and agitate the asphalt material during the heating process. If the distributor is not equipped with an operable quick shutoff valve, the prime operations shall be started and stopped on building paper. A power broom and power blower suitable for cleaning the surfaces to which the asphalt coat is to be applied shall be provided. Asphalt distributors must be calibrated annually in accordance with ASTM D2995. The Contractor must furnish a current calibration certification for the asphalt distributor truck from any State or other agency as approved by the RPR. 602-3.3 Application of emulsified asphalt material. Immediately before applying the prime coat, the full width of the surface to be primed shall be swept with a power broom to remove all loose dirt and other objectionable material.

P-602.2 EMULSIFIED ASPHALT PRIME COAT

The asphalt emulsion material shall be uniformly applied with an asphalt distributor at the rate of 0.15 to 0.30 gallons per square yard (0.68 to 1.36 liters per square meter) depending on the base course surface texture. The type of asphalt material and application rate shall be approved by the RPR prior to application. Following application of the emulsified asphalt material and prior to application of the succeeding layer of pavement, allow the asphalt coat to cure and to obtain evaporation of any volatiles or moisture. Maintain the coated surface until the succeeding layer of pavement is placed, by protecting the surface against damage and by repairing and recoating deficient areas. Allow the prime coat to cure without being disturbed for a period of at least 48 hours or longer, as may be necessary to attain penetration into the treated course. Furnish and spread sand to effectively blot up and cure excess asphalt material. The Contractor shall remove blotting sand prior to asphalt concrete lay down operations at no additional expense to the Owner. Keep traffic off surfaces freshly treated with asphalt material. Provide sufficient warning signs and barricades so that traffic will not travel over freshly treated surfaces. 602-3.4 Trial application rates. The Contractor shall apply a minimum of three lengths of at least 100 feet (30 m) for the full width of the distributor bar to evaluate the amount of emulsified asphalt material that can be satisfactorily applied with the equipment. Apply three different application rates of emulsified asphalt materials within the application range specified in paragraph 602-3.3. Other trial applications can be made using various amounts of material as directed by the RPR. The trial application is to demonstrate the equipment can uniformly apply the emulsified asphalt material within the rates specified and determine the application rate for the project. 602-3.5 Freight and waybills. The Contractor shall submit waybills and delivery tickets during the progress of the work. Before the final estimate is allowed, file with the RPR certified waybills and certified delivery tickets for all emulsified asphalt materials used in the construction of the pavement covered by the contract. Do not remove emulsified asphalt material from storage until the initial outage and temperature measurements have been taken. The delivery or storage units will not be released until the final outage has been taken.


602-4.1 The emulsified asphalt material for prime coat shall be measured by the ton (kg). Volume shall be corrected to the volume at 60°F (16°C) in accordance with ASTM D4311. The emulsified asphalt material paid for will be the measured quantities used in the accepted work, provided that the measured quantities are not 10% over the specified application rate. Any amount of emulsified asphalt material more than 10% over the specified application rate for each application will be deducted from the measured quantities, except for irregular areas where hand spraying of the emulsified asphalt material is necessary. Water added to emulsified asphalt will not be measured for payment.

BASIS OF PAYMENT

602-5.1 Payment shall be made at the contract unit price per ton (kg) for emulsified asphalt prime coat. This price shall be full compensation for furnishing all materials and for all preparation, delivering, and applying the materials, and for all labor, equipment, tools, and incidentals necessary to complete this item. Payment will be made under:

Item P-602-5.1 Emulsified Asphalt Prime Coat – per ton (kg)

REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

EMULSIFIED ASPHALT PRIME COAT P-602.3

ASTM International (ASTM) ASTM D2995 Standard Practice for Estimating Application Rate and Residual

Application Rate of Bituminous Distributors ASTM D3628 Standard Practice for Selection and Use of Emulsified Asphalts


EMULSIFIED ASPHALT TACK COAT P-603.1

ITEM P-603 EMULSIFIED ASPHALT TACK COAT

DESCRIPTION 603-1.1 This item shall consist of preparing and treating an asphalt or concrete surface with asphalt material in accordance with these specifications and in reasonably close conformity to the lines shown on the plans.

MATERIALS

603-2.1 Asphalt materials. The asphalt material shall be an emulsified asphalt as specified in ASTM D3628 as an asphalt application for tack coat appropriate to local conditions. The emulsified asphalt shall not be diluted. The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the asphalt material to the Resident Project Representative (RPR) before the asphalt material is applied for review and acceptance. The furnishing of COA for the asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project.


603-3.1 Weather limitations. The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is 50°F (10°C) or above; the temperature has not been below 35°F (2°C) for the 12 hours prior to application; and when the weather is not foggy or rainy. The temperature requirements may be waived when directed by the RPR. 603-3.2 Equipment. The Contractor shall provide equipment for heating and applying the emulsified asphalt material. The emulsion shall be applied with a manufacturer-approved computer rate-controlled asphalt distributor. The equipment shall be in good working order and contain no contaminants or diluents in the tank. Spray bar tips must be clean, free of burrs, and of a size to maintain an even distribution of the emulsion. Any type of tip or pressure source is suitable that will maintain predetermined flow rates and constant pressure during the application process with application speeds under eight (8) miles per hour (13 km per hour) or seven (700) feet per minute (213 m per minute). The equipment will be tested under pressure for leaks and to ensure proper set-up before use to verify truck set-up (via a test-shot area), including but not limited to, nozzle tip size appropriate for application, spray-bar height and pressure and pump speed, evidence of triple-overlap spray pattern, lack of leaks, and any other factors relevant to ensure the truck is in good working order before use. The distributor truck shall be equipped with a minimum 12-foot (3.7-m) spreader spray bar with individual nozzle control with computer-controlled application rates. The distributor truck shall have an easily accessible thermometer that constantly monitors the temperature of the emulsion and have an operable mechanical tank gauge that can be used to cross-check the computer accuracy. If the distributor is not equipped with an operable quick shutoff valve, the prime operations shall be started and stopped on building paper. The distributor truck shall be equipped to effectively heat and mix the material to the required temperature prior to application as required. Heating and mixing shall be done in accordance with the manufacturer’s recommendations. Do not overheat or over mix the material. The distributor shall be equipped with a hand sprayer. Asphalt distributors must be calibrated annually in accordance with ASTM D2995. The Contractor must furnish a current calibration certification for the asphalt distributor truck from any State or other agency as approved by the RPR.

P-603.2 EMULSIFIED ASPHALT TACK COAT

A power broom and/or power blower suitable for cleaning the surfaces to which the asphalt tack coat is to be applied shall be provided. 603-3.3 Application of emulsified asphalt material. The emulsified asphalt shall not be diluted. Immediately before applying the emulsified asphalt tack coat, the full width of surface to be treated shall be swept with a power broom and/or power blower to remove all loose dirt and other objectionable material. The emulsified asphalt material shall be uniformly applied with an asphalt distributor at the rates appropriate for the conditions and surface specified in the table below. The type of asphalt material and application rate shall be approved by the RPR prior to application.

Emulsified Asphalt Surface Type Residual Rate, gal/SY

(L/square meter) Emulsion Application Bar Rate, gal/SY

(L/square meter) New asphalt 0.02-0.05 (0.09-0.23) 0.03-0.07 (0.13-0.32) Existing asphalt 0.04-0.07 (0.18-0.32) 0.06-0.11 (0.27-0.50) Milled Surface 0.04-0.08 (0.18-0.36) .0.06-0.12 (0.27-0.54) Concrete 0.03-0.05 (0.13-0.23) 0.05-0.08 (0.23-0.36)

After application of the tack coat, the surface shall be allowed to cure without being disturbed for the period of time necessary to permit drying and setting of the tack coat. This period shall be determined by the RPR. The Contractor shall protect the tack coat and maintain the surface until the next course has been placed. When the tack coat has been disturbed by the Contractor, tack coat shall be reapplied at the Contractor’s expense. 603-3.4 Freight and waybills The Contractor shall submit waybills and delivery tickets, during progress of the work. Before the final statement is allowed, file with the RPR certified waybills and certified delivery tickets for all emulsified asphalt materials used in the construction of the pavement covered by the contract. Do not remove emulsified asphalt material from storage until the initial outage and temperature measurements have been taken. The delivery or storage units will not be released until the final outage has been taken.


603-4.1 The emulsified asphalt material for tack coat shall be measured by the ton (kg). Volume shall be corrected to the volume at 60°F (16°C) in accordance with ASTM D1250. The emulsified asphalt material paid for will be the measured quantities used in the accepted work, provided that the measured quantities are not 10% over the specified application rate. Any amount of emulsified asphalt material more than 10% over the specified application rate for each application will be deducted from the measured quantities, except for irregular areas where hand spraying of the emulsified asphalt material is necessary. Water added to emulsified asphalt will not be measured for payment.

BASIS OF PAYMENT

603.5-1 Payment shall be made at the contract unit price per ton (kg) of emulsified asphalt material. This price shall be full compensation for furnishing all materials, for all preparation, delivery, and application of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item P-603-5.1 Emulsified Asphalt Tack Coat – per ton (kg)

EMULSIFIED ASPHALT TACK COAT P-603.3


ASTM D1250 Standard Guide for Use of the Petroleum Measurement Tables ASTM D2995 Standard Practice for Estimating Application Rate and Residual

Application Rate of Bituminous Distributors ASTM D3628 Standard Practice for Selection and Use of Emulsified Asphalts

END ITEM P-603

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-603.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-603.docx (05/2020)

JOINT SEALANTS P-605.1

ITEM P-605 JOINT SEALANTS FOR PAVEMENTS

DESCRIPTION

605-1.1 This item shall consist of providing and installing a resilient and adhesive joint sealing material capable of effectively sealing joints in pavement; joints between different types of pavements; and cracks in existing pavement.

MATERIALS

605-2.1 Joint sealants. Joint sealant materials shall meet the requirements of ASTM D6690. Each lot or batch of sealant shall be delivered to the jobsite in the manufacturer’s original sealed container. Each container shall be marked with the manufacturer’s name, batch or lot number, the safe heating temperature, and shall be accompanied by the manufacturer’s certification stating that the sealant meets the requirements of this specification. 605-2.2 Backer rod. The material furnished shall be a compressible, non-shrinking, non-staining, non-absorbing material that is non-reactive with the joint sealant in accordance with ASTM D5249. The backer-rod material shall be 25% ± 5 % larger in diameter than the nominal width of the joint. 605-2.3 Bond breaking tapes. Provide a bond breaking tape or separating material that is a flexible, non-shrinkable, non-absorbing, non-staining, and non-reacting adhesive-backed tape. The material shall have a melting point at least 5°F (3°C) greater than the pouring temperature of the sealant being used when tested in accordance with ASTM D789. The bond breaker tape shall be approximately 1/8 inch (3 mm) wider than the nominal width of the joint and shall not bond to the joint sealant.


605-3.1 Time of application. Joints shall be sealed as soon after completion of the curing period as feasible and before the pavement is opened to traffic, including construction equipment. The pavement temperature shall be 50°F (10°C) and rising at the time of application of the poured joint sealing material. Do not apply sealant if moisture is observed in the joint. 605-3.2 Equipment. Machines, tools, and equipment used in the performance of the work required by this section shall be approved before the work is started and maintained in satisfactory condition at all times. Submit a list of proposed equipment to be used in performance of construction work including descriptive data, 7 days prior to use on the project. 605-3.3 Preparation of joints. Pavement joints for application of material in this specification must be dry, clean of all scale, dirt, dust, curing compound, and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method cleans the joint and does not damage the joint.

a. Sawing. All joints shall be sawed in accordance with specifications and plan details. Immediately after sawing the joint, the resulting slurry shall be completely removed from joint and adjacent area by flushing with a jet of water, and by use of other tools as necessary.

b. Sealing. Immediately before sealing, the joints shall be thoroughly cleaned of all remaining laitance, curing compound, filler, protrusions of hardened concrete, old sealant and other foreign material from the sides and upper edges of the joint space to be sealed. After final cleaning and

P-605.2 JOINT SEALANTS

immediately prior to sealing, blow out the joints with compressed air and leave them completely free of debris and water. The joint faces shall be surface dry when the seal is applied.

c. Backer Rod. When the joint opening is of a greater depth than indicated for the sealant depth, plug

or seal off the lower portion of the joint opening using a backer rod in accordance with paragraph 605-2.2 to prevent the entrance of the sealant below the specified depth. Take care to ensure that the backer rod is placed at the specified depth and is not stretched or twisted during installation.

d. Bond-breaking tape. Where inserts or filler materials contain bitumen, or the depth of the joint

opening does not allow for the use of a backup material, insert a bond-separating tape breaker in accordance with paragraph 605-2.3 to prevent incompatibility with the filler materials and three-sided adhesion of the sealant. Securely bond the tape to the bottom of the joint opening so it will not float up into the new sealant.

605-3.4 Installation of sealants. Joints shall be inspected for proper width, depth, alignment, and preparation, and shall be approved by the RPR before sealing is allowed. Sealants shall be installed in accordance with the following requirements: Immediately preceding, but not more than 50 feet (15 m) ahead of the joint sealing operations, perform a final cleaning with compressed air. Fill the joints from the bottom up to the top of pavement surface; or bottom of groove for grooved pavement. Remove and discard excess or spilled sealant from the pavement by approved methods. Install the sealant in such a manner as to prevent the formation of voids and entrapped air. Traffic shall not be permitted over newly sealed pavement until authorized by the RPR. When a primer is recommended by the manufacturer, apply it evenly to the joint faces in accordance with the manufacturer’s instructions. Check the joints frequently to ensure that the newly installed sealant is cured to a tack-free condition within the time specified. 605-3.5 Inspection. The Contractor shall inspect the joint sealant for proper rate of cure and set, bonding to the joint walls, cohesive separation within the sealant, reversion to liquid, entrapped air and voids. Sealants exhibiting any of these deficiencies at any time prior to the final acceptance of the project shall be removed from the joint, wasted, and replaced as specified at no additional cost to the airport. 605-3.6 Clean-up. Upon completion of the project, remove all unused materials from the site and leave the pavement in a clean condition.


605-4.1 Joint sealing material shall be measured by the linear foot (meter)of sealant in place, completed, and accepted.

BASIS OF PAYMENT

605-5.1 Payment for joint sealing material shall be incidental to other pay items.

REFERENCES


ASTM D789 Standard Test Method for Determination of Relative Viscosity of Polyamide (PA)

JOINT SEALANTS P-605.3

ASTM D5249 Standard Specification for Backer Material for Use with Cold- and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt


AC 150/5340-30 Design and Installation Details for Airport Visual Aids

END ITEM P-605 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-605.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-605.docx (05/2020)

EMULSIFIED ASPHALT SEAL COAT P-608.1

ITEM P-608 EMULSIFIED ASPHALT SEAL COAT

DESCRIPTION

608-1.1 This item shall consist of the application of a emulsified asphalt surface treatment composed of an emulsion of natural and refined asphalt materials, water and a polymer additive, for taxiways and runways with the application of a suitable aggregate to maintain adequate surface friction; and airfield secondary and tertiary pavements including low-speed taxiways, shoulders, overruns, roads, parking areas, and other general applications with or without aggregate applied as designated on the plans. The terms seal coat, asphalt sealer, and asphalt material are interchangeable throughout this specification. The term emulsified asphalt means an emulsion of natural and refined asphalt materials.

MATERIALS

608-2.1 Aggregate. Reserved – no aggregate is required for this project. 608-2.2 Asphalt Emulsion. The asphalt emulsion shall meet the properties in the following table:

Concentrated Asphalt Emulsion Properties Properties Specification Limits

Viscosity, Saybolt Furol at 77°F (25°C) ASTM D7496 20 – 100 seconds Residue by Distillation or Evaporation ASTM D6997 or

ASTM D6934 57% minimum

Sieve Test ASTM D6933 0.1% maximum 24-hour Stability ASTM D6930 1% maximum 5-day Settlement Test ASTM D6930 5.0% maximum Particle Charge 1 ASTM D7402 Positive

6.5 maximum pH 1 pH may be used in lieu of the particle charge test which is sometimes inconclusive in slow setting, asphalt emulsions.

The asphalt material base residue shall contain not less than 20% gilsonite, or uintaite and shall not contain any tall oil pitch or coal tar material and shall contain no less than one percent (1%) polymer.

Tests on Residue from Distillation or Evaporation Properties Specification Limits

Viscosity at 275°F (135°C) ASTM D4402 1750 cts maximum Solubility in 1, 1, 1 trichloroethylene ASTM D2042 97.5% minimum Penetration ASTM D5 50 dmm maximum Asphaltenes ASTM D2007 15% minimum Saturates ASTM D2007 15% maximum

Polar Compounds ASTM D2007 25% minimum

Aromatics ASTM D2007 15% minimum

The asphalt emulsion, when diluted in the volumetric proportion of one-part concentrated asphalt material to one-part hot water shall have the following properties:

P-608.2 EMULSIFIED ASPHALT SEAL COAT

One-to-One Dilution Emulsion Properties Properties Specification Limits In Ready-to-Apply Form, one part concentrate to one part water, by volume Viscosity, Saybolt Furol at 77°F (25°C) ASTM D7496 5 – 50 seconds Residue by Distillation or Evaporation ASTM D6997 or

ASTM D6934 28.5% minimum

Pumping Stability 1 Pass 1 Pumping stability is tested by pumping one-pint (475 ml) of seal coat diluted one (1) part concentrate to one (1) part water, at

77°F (25°C), through a 1/4-inch (6 mm) gear pump operating 1750 rpm for 10 minutes with no significant separation or coagulation.

The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the emulsified asphalt delivered to the project. If the asphalt emulsion is diluted at other than the manufacturer’s facility, the Contractor shall provide a supplemental COA from an independent laboratory verifying the asphalt emulsion properties. The COA shall be provided to and approved by the RPR before the emulsified asphalt is applied. The furnishing of the vendor’s certified test report for the asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project. The asphalt material storage and handling temperature shall be between 50°F - 160°F (10°C - 70°C) and the material shall be protected from freezing, or whenever outside temperature drops below 40°F (4°C) for prolonged time periods. Contractor shall provide a list of airport pavement projects, exposed to similar climate conditions, where this product has been successfully applied within at least 5 years of the project. 608-2.3 Water. Water used in mixing or curing shall be from potable water sources. Other sources shall be tested in accordance with ASTM C1602 prior to use. Water used in making and diluting the emulsion shall be potable, with a maximum hardness of 90ppm calcium and 15ppm magnesium; deleterious iron, sulfates, and phosphates maximum 7ppm, and less than 1ppm of organic byproducts. Water shall be a minimum of 140°F (60°C) prior to adding to emulsion. 608-2.4 Polymer. The polymer shall meet the properties in the following table:

Polymer Properties Properties Limits

Solids Content

47% to 65%, Percent by Weight

Weight 8.0 to 9.0 pounds/gallon (1.07 to 1.17 kg/L) pH 3.0 to 8.0 Particle Charge Nonionic/Cationic Mechanical Stability Excellent Film Forming Temperature, °C +5°C, minimum Tg, °C 22°C, maximum

The manufacturer shall provide a copy of the Certificate of Analysis (COA) for the polymer used in the seal coat; and the Contractor shall include the COA with the emulsified asphalt COA when submitting to the RPR. 608-2.5 Seal Coat with Aggregate. Reserved – no aggregate is required for this project.


COMPOSITION AND APPLICATION RATE

608-3.1 Application Rate. The approximate amounts of materials per square yard (square meter) for the asphalt surface treatment shall be as provided in the table for the treatment area(s) at the specified dilution rate(s) as noted on the plans. The actual application rates will vary within the range specified to suit field conditions and will be recommended by the manufacturer’s representative and approved by the RPR from the test area/sections evaluation.

Application Rate Dilution

Rate Quantity of Emulsion

gal/yd2 (l/m2)

1:1 0.10-0.17

(0.45-0.77)

608-3.2 Control areas and control strips. Prior to full application, the control strip must be accepted by the RPR. The surface preparation, personnel, equipment, and method of operation used on the test area(s) and control strip(s) shall be the same as used on the remainder of the work. A qualified manufacturer’s representative shall be present in the field to assist the Contractor in applying control areas and/or control strips to determine the appropriate application rate of both emulsion and aggregate to be approved by the RPR. A test area(s) and control strip(s) shall be applied for each differing asphalt pavement surface identified in the project. The test area(s) and control strip(s) shall be used to determine the material application rate(s) of both emulsion and sand prior to full production.

a. For taxiway, taxilane and apron surfaces. Prior to full application, the Contractor shall place test areas at varying application rates as recommended by the Contractor’s manufacturer’s representative to determine appropriate application rate(s). The test areas will be located on representative section(s) of the pavement to receive the asphalt surface treatment designated by the RPR.

b. For runway and high-speed exit taxiway surfaces. Reserved.


608-4.1 Worker safety. The Contractor shall obtain a Safety Data Sheet (SDS) for both the asphalt emulsion product and sand and require workmen to follow the manufacturer’s recommended safety precautions. 608-4.2 Weather limitations. The asphalt emulsion shall be applied only when the existing pavement surface is dry and when the weather is not foggy, rainy, or when the wind velocity will prevent the uniform application of the material. No material shall be applied in strong winds that interfere with the uniform application of the material(s), or when dust or sand is blowing or when rain is anticipated within eight (8) hours of application completion. The atmospheric temperature and the pavement surface temperature shall both be at, or above 60°F (16°C) and rising. Seal coat shall not be applied when pavement temperatures are expected to exceed 130ºF within the subsequent 72 hours if traffic will be opened on pavement within those 72 hours. During application, account for wind drift. Cover existing buildings, structures, runway edge lights, taxiway edge lights, informational signs, retro-reflective marking and in-pavement duct markers as necessary to protect against overspray before applying the emulsion. Should emulsion get on any light or marker fixture, promptly clean the fixture. If cleaning is not satisfactory to the RPR, the Contractor shall replace any light, sign or marker with equivalent equipment at no cost to the Owner.


608-4.3 Equipment and tools. The Contractor shall furnish all equipment, tools, and machinery necessary for the performance of the work.

a. Pressure distributor. The emulsion shall be applied with a manufacturer-approved computer rate-controlled asphalt distributor. The equipment shall be in good working order and contain no contaminants or diluents in the tank. Spray bar tips must be clean, free of burrs, and of a size to maintain an even distribution of the emulsion. Any type of tip or pressure source is suitable that will maintain predetermined flow rates and constant pressure during the application process with application speeds under eight (8) miles per hour (13 km per hour) or seven hundred (700) feet per minute (213 m per minute). The equipment will be tested under pressure for leaks and to ensure proper set-up before use. The Contractor will provide verification of truck set-up (via a test-shot area), including but not limited to, nozzle tip size appropriate for application per nozzle manufacturer, spray-bar height and pressure and pump speed appropriate for the viscosity and temperature of sealer material, evidence of triple-overlap spray pattern, lack of leaks, and any other factors relevant to ensure the truck is in good working order before use. The distributor truck shall be equipped with a 12-foot (3.7-m), minimum, spray bar with individual nozzle control. The distributor truck shall be capable of specific application rates in the range of 0.05 to 0.25 gallons per square yard (0.15 to 0.80 liters per square meter). These rates shall be computer-controlled rather than mechanical. The distributor truck shall have an easily accessible thermometer that constantly monitors the temperature of the emulsion and have an operable mechanical tank gauge that can be used to cross-check the computer accuracy. The distributor truck shall effectively heat and mix the material to the required temperature prior to application in accordance with the manufacturer’s recommendations. The distributor shall be equipped with a hand sprayer to spray the emulsion in areas not accessible to the distributor truck.

b. Aggregate spreader. Reserved – no aggregate required for this project.

c. Power broom/blower. A power broom and/or blower shall be provided for removing loose

material from the surface to be treated.

d. Equipment calibration. Asphalt distributors must be calibrated within the same construction season in accordance with ASTM D2995. The Contractor must furnish a current calibration certification for the asphalt distributor truck from any State or other agency as approved by the RPR.

608-4.4 Preparation of asphalt pavement surfaces. Clean pavement surface immediately prior to placing the seal coat so that it is free of dust, dirt, grease, vegetation, oil or any type of objectionable surface film. Remove oil or grease from the asphalt pavement by scrubbing with a detergent, washing thoroughly with clean water, and then treat these areas with a spot primer. Any additional surface preparation, such as crack repair, shall be in accordance with Item P-101, paragraph 101-3.6.

a. New asphalt pavement surfaces. Allow new asphalt pavement surfaces to cure so that there is no concentration of oils on the surface. A period of at least 30 days at 70°F (21°C) daytime temperatures shall elapse between the placement of a hot mixed asphalt concrete surface course and the application of the surface treatment. Perform a water-break-free test to confirm that the surface oils have degraded and dissipated. (Cast approximately one gallon (4 liters) of clean water out over the surface. The water should sheet out


and wet the surface uniformly without crawling or showing oil rings.) If signs of crawling or oil rings are apparent on the pavement surface, additional time must be allowed for additional curing and retesting of the pavement surface prior to treatment.

608-4.5 Emulsion mixing. The application emulsion shall be obtained by blending asphalt material concentrate, water and polymer, if specified. Always add heated water to the asphalt material concentrate, never add asphalt material concentrate to heated water. Mix one-part heated water to one-part asphalt material concentrate, by volume. Add 1% polymer, by volume, to the emulsion mix. If the polymer is added to the emulsion mix at the plant, submit weight scale tickets to the RPR. As an option, the polymer may be added to the emulsion mix at the job site provided the polymer is added slowly while the asphalt distributor truck circulating pump is running. The mix must be agitated for a minimum of 15 minutes or until the polymer is mixed to the satisfaction of the RPR. 608-4.6 Application of asphalt emulsion. The asphalt emulsion shall be applied using a pressure distributor upon the properly prepared, clean and dry surface at the application rate recommended by the manufacturer’s representative and approved by the RPR from the test area/sections evaluation for each designated treatment area. The asphalt emulsion should be applied at a temperature between 130°F (54°C) and 160°F (70°C) or in accordance with the manufacturer’s recommendation. If low spots and depressions greater than 1/2 inch (12 mm) in depth in the pavement surface cause ponding or puddling of the applied materials, the pavement surface shall be lightly broomed with a broom or brush type squeegee until the pavement surface is free of any pools of excess material. During all applications, the surfaces of adjacent structures shall be protected to prevent their being spattered or marred. 608-4.7 Application of aggregate material. Reserved – no aggregate required for this project.

QUALITY CONTROL (QC)

608-5.1 Manufacturer’s representation. The manufacturer’s representative knowledgeable of the material, procedures, and equipment described in the specification is responsible to assist the Contractor and RPR in determining the appropriate application rates of the emulsion and aggregate, as well as recommendations for proper preparation and start-up of seal coat application. Documentation of the manufacturer representative’s experience and knowledge for applying the seal coat product shall be furnished to the RPR a minimum of 10 work days prior to placement of the control strips. The cost of the manufacturer’s representative shall be included in the Contractor’s bid price. 608-5.2 Contractor qualifications. The Contractor shall provide documentation to the RPR that the seal coat Contractor is qualified to apply the seal coat, including personnel, and equipment, and has made at least three (3) applications similar to this project in the past two (2) years.

MATERIAL ACCEPTANCE

608-6.1 Application rate. The rate of application of the asphalt emulsion shall be verified at least twice per day. 608-6.2 Friction tests. Reserved.


METHOD OF MEASUREMENT 608-7.1 Asphalt surface treatment. The quantity of asphalt surface treatment shall be measured by the square yards (square meters) of material applied in accordance with the plans and specifications and accepted by the RPR. The Contractor must furnish the RPR with the certified weigh bills when materials are received for the asphalt material used under this contract. The Contractor must not remove material from the tank car or storage tank until initial amounts and temperature measurements have been verified.

BASIS OF PAYMENT

608-8.1 Payment shall be made at the contract unit price per square yard (square meter) for the asphalt surface treatment applied and accepted by the RPR. This price shall be full compensation for all surface preparation, furnishing all materials, delivery and application of these materials, for all labor, equipment, tools, and incidentals necessary to complete the item, and any costs associated with furnishing a qualified manufacturer’s representative to assist with control strips. Payment will be made under:

Item P-608-8.1 Asphalt Surface Treatment – per square yard (square meter)

REFERENCES



ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C1602 Standard Specification for Mixing Water Used in the Production of

Hydraulic Cement Concrete ASTM D5 Standard Test Method for Penetration of Asphalt Materials ASTM D244 Standard Test Methods and Practices for Emulsified Asphalts ASTM D2007 Standard Test Method for Characteristic Groups in Rubber Extender and

Processing Oils and Other Petroleum-Derived Oils by the Clay-Gel Absorption Chromatographic Method

ASTM D2042 Standard Test Method for Solubility of Asphalt Materials in Trichloroethylene

ASTM D2995 Standard Practice for Estimating Application Rate of Bituminous Distributors

ASTM D4402 Standard Test Method for Viscosity Determination of Asphalt at Elevated Temperatures Using a Rotational Viscometer

ASTM D5340 Standard Test Method for Airport Pavement Condition Index Surveys Advisory Circulars (AC)

AC 150/5320-12 Measurement, Construction, and Maintenance of Skid-Resistant Airport Pavement Surfaces

AC 150/5320-17 Airfield Pavement Surface Evaluation and Rating (PASER) Manuals AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements


CONCRETE FOR MISCELLANEOUS STRUCTURES P-610.1

ITEM P-610 CONCRETE FOR MISCELLANEOUS STRUCTURES

DESCRIPTION

610-1.1 This item shall consist of concrete and reinforcement, as shown on the plans, prepared and constructed in accordance with these specifications. This specification shall be used for all concrete other than airfield pavement which are cast-in-place.

MATERIALS

610-2.1 General. Only approved materials, conforming to the requirements of these specifications, shall be used in the work. Materials may be subject to inspection and tests at any time during their preparation or use. The source of all materials shall be approved by the Resident Project Representative (RPR) before delivery or use in the work. Representative preliminary samples of the materials shall be submitted by the Contractor, when required, for examination and test. Materials shall be stored and handled to ensure preservation of their quality and fitness for use and shall be located to facilitate prompt inspection. All equipment for handling and transporting materials and concrete must be clean before any material or concrete is placed in them. The use of pit-run aggregates shall not be permitted unless the pit-run aggregate has been screened and washed, and all fine and coarse aggregates stored separately and kept clean. The mixing of different aggregates from different sources in one storage stockpile or alternating batches of different aggregates shall not be permitted.

a. Reactivity. Fine aggregate and coarse aggregates to be used in all concrete shall have been tested separately within six months of the project in accordance with ASTM C1260. Test results shall be submitted to the RPR. The aggregate shall be considered innocuous if the expansion of test specimens, tested in accordance with ASTM C1260, does not exceed 0.08% at 14 days (16 days from casting). If the expansion either or both test specimen is greater than 0.08% at 14 days, but less than 0.20%, a minimum of 25% of Type F fly ash, or between 40% and 55% of slag cement shall be used in the concrete mix. If the expansion is greater than 0.20% the aggregates shall not be used, and test results for other aggregates must be submitted for evaluation.

610-2.2 Coarse aggregate. The coarse aggregate for concrete shall meet the requirements of ASTM C33 and the requirements of Table 4, Class Designation 5S; and the grading requirements shown below, as required for the project.

Coarse Aggregate Grading Requirements Maximum Aggregate Size ASTM C33, Table 3 Grading

Requirements (Size No.) 1 1/2 inch (37.5 mm) 467 or

4 and 67 1 inch (25 mm) 57 ¾ inch (19 mm) 67

½ inch (12.5 mm) 7 610-2.2.1 Coarse Aggregate susceptibility to durability (D) cracking. Aggregates that have a history of D-cracking shall not be used. Supplier shall submit a statement certifying that there is no known history of D-cracking.

P-610.2 CONCRETE FOR MISCELLANEOUS STRUCTURES

610-2.3 Fine aggregate. The fine aggregate for concrete shall meet all fine aggregate requirements of ASTM C33. 610-2.4 Cement. Cement shall conform to the requirements of C150 Type I, IA, II, IIA, III, IIIA, or V or C595 Type IP, IP-A, IS, IS-A, or IL. 610-2.5 Cementitious materials.

a. Fly ash. Fly ash shall meet the requirements of ASTM C618, with the exception of loss of ignition, where the maximum shall be less than 6%. Fly ash shall have a Calcium Oxide (CaO) content of less than 15% and a total available alkali content less than 3% per ASTM C311. Fly ash produced in furnace operations using liming materials or soda ash (sodium carbonate) as an additive shall not be acceptable. The Contractor shall furnish the previous three most recent, consecutive ASTM C618 reports for each source of fly ash proposed in the concrete mix and shall furnish each additional report as they become available during the project. The reports can be used for acceptance or the material may be tested independently by the RPR.

b. Slag cement (ground granulated blast furnace (GGBF)). Slag cement shall conform to ASTM C989, Grade 100 or Grade 120. Slag cement shall be used only at a rate between 25% and 55% of the total cementitious material by mass.

610-2.6 Water. Water used in mixing or curing shall be from potable water sources. Other sources shall be tested in accordance with ASTM C1602 prior to use. 610-2.7 Admixtures. The Contractor shall submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the RPR may require the Contractor to submit complete test data from an approved laboratory showing that the material to be furnished meets all of the requirements of the cited specifications. Subsequent tests may be made of samples taken by the RPR from the supply of the material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved.

a. Air-entraining admixtures. Air-entraining admixtures shall meet the requirements of ASTM C260 and shall consistently entrain the air content in the specified ranges under field conditions. The air-entrainment agent and any water reducer admixture shall be compatible.

b. Water-reducing admixtures. Water-reducing admixture shall meet the requirements of ASTM C494, Type A, B, or D. ASTM C494, Type F and G high range water reducing admixtures and ASTM C1017 flowable admixtures shall not be used.

c. Other chemical admixtures. The use of set retarding and set-accelerating admixtures shall be approved by the RPR. Retarding shall meet the requirements of ASTM C494, Type A, B, or D and set-accelerating shall meet the requirements of ASTM C494, Type C. Calcium chloride and admixtures containing calcium chloride shall not be used.

610-2.8 Premolded joint material. Premolded joint material for expansion joints shall meet the requirements of ASTM D1751 or D1752. 610-2.9 Joint filler. The filler for joints shall meet the requirements of Item P-605, unless otherwise specified.

610-2.10 Steel reinforcement. Specified reinforcing, as shown in the Construction Plans, shall consist of and conform to the following requirements:


Reinforcing Steel ASTM A615, ASTM A706, ASTM A775, ASTM A934 Welded Steel Wire Fabric ASTM A1064, ASTM A884 Welded Deformed Steel Fabric ASTM A1064 Bar Mars ASTM A184 or ASTM A704

610-2.11 Materials for curing concrete. Curing materials shall conform to ASTM C309, white-pigmented liquid membrane-forming compound, Type 2, Class B or ASTM C171, clear or white polyethylene sheeting.


610-3.1 General. The Contractor shall furnish all labor, materials, and services necessary for, and incidental to, the completion of all work as shown on the drawings and specified here. All machinery and equipment used by the Contractor on the work, shall be of sufficient size to meet the requirements of the work. All work shall be subject to the inspection and approval of the RPR. 610-3.2 Concrete Mixture. The concrete shall develop a compressive strength of 4000 psi in 28 days as determined by test cylinders made in accordance with ASTM C31 and tested in accordance with ASTM C39. The concrete shall contain not less than 470 pounds of cementitious material per cubic yard (280 kg per cubic meter). The water cementitious ratio shall not exceed 0.45 by weight. The air content of the concrete shall be 5% +/- 1.2% as determined by ASTM C231 and shall have a slump of not more than 4 inches (100 mm) as determined by ASTM C143. 610-3.3 Mixing. Concrete may be mixed at the construction site, at a central point, or wholly or in part in truck mixers. The concrete shall be mixed and delivered in accordance with the requirements of ASTM C94 or ASTM C685. The concrete shall be mixed only in quantities required for immediate use. Concrete shall not be mixed while the air temperature is below 40°F (4°C) without the RPRs approval. If approval is granted for mixing under such conditions, aggregates or water, or both, shall be heated and the concrete shall be placed at a temperature not less than 50°F (10°C) nor more than 100°F (38°C). The Contractor shall be held responsible for any defective work, resulting from freezing or injury in any manner during placing and curing, and shall replace such work at his expense. Retempering of concrete by adding water or any other material is not permitted. The rate of delivery of concrete to the job shall be sufficient to allow uninterrupted placement of the concrete. 610-3.4 Forms. Concrete shall not be placed until all the forms and reinforcements have been inspected and approved by the RPR. Forms shall be of suitable material and shall be of the type, size, shape, quality, and strength to build the structure as shown on the plans. The forms shall be true to line and grade and shall be mortar-tight and sufficiently rigid to prevent displacement and sagging between supports. The surfaces of forms shall be smooth and free from irregularities, dents, sags, and holes. The Contractor shall be responsible for their adequacy. The internal form ties shall be arranged so no metal will show in the concrete surface or discolor the surface when exposed to weathering when the forms are removed. All forms shall be wetted with water or with a non-staining mineral oil, which shall be applied immediately before the concrete is placed. Forms shall be constructed so they can be removed without injuring the concrete or concrete surface.


610-3.5 Placing reinforcement. All reinforcement shall be accurately placed, as shown on the plans, and shall be firmly held in position during concrete placement. Bars shall be fastened together at intersections. The reinforcement shall be supported by approved metal chairs. Shop drawings, lists, and bending details shall be supplied by the Contractor when required. 610-3.6 Embedded items. Before placing concrete, all embedded items shall be firmly and securely fastened in place as indicated. All embedded items shall be clean and free from coating, rust, scale, oil, or any foreign matter. The concrete shall be spaded and consolidated around and against embedded items. The embedding of wood shall not be allowed. 610-3.7 Concrete Consistency. The Contractor shall monitor the consistency of the concrete delivered to the project site; collect each batch ticket; check temperature; and perform slump tests on each truck at the project site in accordance with ASTM C143. 610-3.8 Placing concrete. All concrete shall be placed during daylight hours, unless otherwise approved. The concrete shall not be placed until the depth and condition of foundations, the adequacy of forms and falsework, and the placing of the steel reinforcing have been approved by the RPR. Concrete shall be placed as soon as practical after mixing, but in no case later than one (1) hour after water has been added to the mix. The method and manner of placing shall avoid segregation and displacement of the reinforcement. Troughs, pipes, and chutes shall be used as an aid in placing concrete when necessary. The concrete shall not be dropped from a height of more than 5 feet (1.5 m). Concrete shall be deposited as nearly as practical in its final position to avoid segregation due to rehandling or flowing. Do not subject concrete to procedures which cause segregation. Concrete shall be placed on clean, damp surfaces, free from running water, or on a properly consolidated soil foundation. 610-3.9 Vibration. Vibration shall follow the guidelines in American Concrete Institute (ACI) Committee 309R, Guide for Consolidation of Concrete. 610-3.10 Joints. Joints shall be constructed as indicated on the plans. 610-3.11 Finishing. All exposed concrete surfaces shall be true, smooth, and free from open or rough areas, depressions, or projections. All concrete horizontal plane surfaces shall be brought flush to the proper elevation with the finished top surface struck-off with a straightedge and floated. 610-3.12 Curing and protection. All concrete shall be properly cured in accordance with the recommendations in American Concrete Institute (ACI) 308R, Guide to External Curing of Concrete. The concrete shall be protected from damage until project acceptance. 610-3.13 Cold weather placing. When concrete is placed at temperatures below 40°F (4°C), follow the cold weather concreting recommendations found in ACI 306R, Cold Weather Concreting. 610-3.14 Hot weather placing. When concrete is placed in hot weather greater than 85ºF (30 ºC), follow the hot weather concreting recommendations found in ACI 305R, Hot Weather Concreting.

QUALITY ASSURANCE (QA)

610-4.1 Quality Assurance sampling and testing. Concrete for each day’s placement will be accepted on the basis of the compressive strength specified in paragraph 610-3.2. The RPR will sample the concrete in accordance with ASTM C172; test the slump in accordance with ASTM C143; test air content in accordance with ASTM C231; make and cure compressive strength specimens in accordance with ASTM C31; and test in accordance with ASTM C39. The QA testing agency will meet the requirements of ASTM C1077.


The Contractor shall provide adequate facilities for the initial curing of cylinders. 610-4.2 Defective work. Any defective work that cannot be satisfactorily repaired as determined by the RPR, shall be removed and replaced at the Contractor’s expense. Defective work includes, but is not limited to, uneven dimensions, honeycombing and other voids on the surface or edges of the concrete.


610-5.1 Concrete shall be considered incidental and no separate measurement shall be made.

BASIS OF PAYMENT

610-6.1 Concrete shall be considered incidental and no separate payment shall be made.


ASTM A184 Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A704 Standard Specification for Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement

ASTM A706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A775 Standard Specification for Epoxy-Coated Steel Reinforcing Bars ASTM A884 Standard Specification for Epoxy-Coated Steel Wire and Welded Wire

Reinforcement ASTM A934 Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing

Bars ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the

Field ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens ASTM C94 Standard Specification for Ready-Mixed Concrete ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse

Aggregates ASTM C114 Standard Test Methods for Chemical Analysis of Hydraulic Cement ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete ASTM C150 Standard Specification for Portland Cement ASTM C171 Standard Specification for Sheet Materials for Curing Concrete ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete


ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C311 Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete ASTM C666 Standard Test Method for Resistance of Concrete to Rapid Freezing and

Thawing ASTM C685 Standard Specification for Concrete Made by Volumetric Batching and

Continuous Mixing ASTM C989 Standard Specification for Slag Cement for Use in Concrete and Mortars ASTM C1017 Standard Specification for Chemical Admixtures for Use in Producing

Flowing Concrete ASTM C1077 Standard Practice for Agencies Testing Concrete and Concrete Aggregates

for Use in Construction and Criteria for Testing Agency Evaluation ASTM C1157 Standard Performance Specification for Hydraulic Cement ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates

(Mortar-Bar Method) ASTM C1365 Standard Test Method for Determination of the Proportion of Phases in

Portland Cement and Portland-Cement Clinker Using X-Ray Powder Diffraction Analysis

ASTM C1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete

ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Asphalt Types)

ASTM D1752 Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

American Concrete Institute (ACI)

ACI 305R Hot Weather Concreting ACI 306R Cold Weather Concreting ACI 308R Guide to External Curing of Concrete ACI 309R Guide for Consolidation of Concrete

END OF ITEM P-610

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-610.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-610.docx (05/2020)

RUNWAY AND TAXIWAY PAINTING P-620.1

ITEM P-620 RUNWAY AND TAXIWAY MARKING

DESCRIPTION 620-1.1 This item shall consist of the preparation and painting of numbers, markings, and stripes on the surface of runways, taxiways, and aprons, in accordance with these specifications and at the locations shown on the plans, or as directed by the Resident Project Representative (RPR). The terms “paint” and “marking material” as well as “painting” and “application of markings” are interchangeable throughout this specification.

MATERIALS

620-2.1 Materials acceptance. The Contractor shall furnish manufacturer’s certified test reports, for materials shipped to the project. The certified test reports shall include a statement that the materials meet the specification requirements. This certification along with a copy of the paint manufacturer’s surface preparation; marking materials, including adhesion, flow promoting and/or floatation additive; and application requirements must be submitted and approved by the Resident Project Representative (RPR) prior to the initial application of markings. The reports can be used for material acceptance or the RPR may perform verification testing. The reports shall not be interpreted as a basis for payment. The Contractor shall notify the RPR upon arrival of a shipment of materials to the site. All material shall arrive in sealed containers that are easily quantifiable for inspection by the RPR. 620-2.2 Marking materials.

Table 1. Marking Materials

Paint1 Glass Beads2

Type Color Fed Std. 595 Number

Application Rate Maximum

Type Application Rate

Minimum

I White 37925 115 ft2/gal (2.8 m2/l)

I, Gradation A

7 lb/gal (0.85 kg/l)

I Red 31136 115 ft2/gal (2.8 m2/l)

I, Gradation A


I Yellow 33538 or 33655 115 ft2/gal (2.8 m2/l)

I, Gradation A


I Black 37038 115 ft2/gal (2.8 m2/l)

Not Used

I Pink 1-part 31136 to 2

parts 37925 115 ft2/gal (2.8 m2/l)

I, Gradation A


I Green 34108 115 ft2/gal (2.8 m2/l)

Not Used 1 See paragraph 620-2.2a 2 See paragraph 620-2.2b

a. Paint. Paint shall be waterborne in accordance with the requirements of this paragraph. Paint colors shall comply with Federal Standard No. 595. Waterborne. Paint shall meet the requirements of Federal Specification TT-P-1952F, Type I. The non-volatile portion of the vehicle for all paint types shall be composed of a 100% acrylic polymer as determined by infrared spectral analysis.

P-620.2 RUNWAY AND TAXIWAY PAINTING

b. Reflective media. Glass beads for white and yellow paint shall meet the requirements for Federal Specification TT-B-1325D, Type I, Gradation A. Glass beads for red and pink paint shall meet the requirements for Type I, Gradation A.

Glass beads shall be treated with all compatible coupling agents recommended by the manufacturers of the paint and reflective media to ensure adhesion and embedment. Glass beads shall not be used in black and green paint. Type III glass beads shall not be used in red and pink paint.


620-3.1 Weather limitations. Painting shall only be performed when the surface is dry, and the ambient temperature and the pavement surface temperature meet the manufacturer’s recommendations in accordance with paragraph 620-2.1. Painting operations shall be discontinued when the ambient or surface temperatures does not meet the manufacturer’s recommendations. Markings shall not be applied when the wind speed exceeds 10 mph unless windscreens are used to shroud the material guns. Markings shall not be applied when weather conditions are forecasts to not be within the manufacturers’ recommendations for application and dry time. 620-3.2 Equipment. Equipment shall include the apparatus necessary to properly clean the existing surface, a mechanical marking machine, a bead dispensing machine, and such auxiliary hand-painting equipment as may be necessary to satisfactorily complete the job. The mechanical marker shall be an atomizing spray-type or airless type marking machine with automatic glass bead dispensers suitable for application of traffic paint. It shall produce an even and uniform film thickness and appearance of both paint and glass beads at the required coverage and shall apply markings of uniform cross-sections and clear-cut edges without running or spattering and without over spray. The marking equipment for both paint and beads shall be calibrated daily. 620-3.3 Preparation of surfaces. Immediately before application of the paint, the surface shall be dry and free from dirt, grease, oil, laitance, or other contaminates that would reduce the bond between the paint and the pavement. Use of any chemicals or impact abrasives during surface preparation shall be approved in advance by the RPR. After the cleaning operations, sweeping, blowing, or rinsing with pressurized water shall be performed to ensure the surface is clean and free of grit or other debris left from the cleaning process.

a. Preparation of new pavement surfaces. The area to be painted shall be cleaned by broom, blower, water blasting, or by other methods approved by the RPR to remove all contaminants, including PCC curing compounds, minimizing damage to the pavement surface.

b. Preparation of pavement to remove existing markings. Existing pavement markings shall be removed by rotary grinding, water blasting, or by other methods approved by the RPR minimizing damage to the pavement surface. The removal area may need to be larger than the area of the markings to eliminate ghost markings. After removal of markings on asphalt pavements, apply a fog seal or seal coat to ‘block out’ the removal area to eliminate ‘ghost’ markings.

c. Preparation of pavement markings prior to remarking. Prior to remarking existing

markings, loose existing markings must be removed minimizing damage to the pavement surface, with a method approved by the RPR. After removal, the surface shall be cleaned of all residue or debris.


Prior to the application of markings, the Contractor shall certify in writing that the surface is dry and free from dirt, grease, oil, laitance, or other foreign material that would prevent the bond of the paint to the pavement or existing markings. This certification along with a copy of the paint manufactures application and surface preparation requirements must be submitted to the RPR prior to the initial application of markings.

620-3.4 Layout of markings. The proposed markings shall be laid out in advance of the paint application. The locations of markings to receive glass beads shall be shown on the plans. 620-3.5 Application. A period of 30 days shall elapse between placement of surface course or seal coat and application of the permanent paint markings. Paint shall be applied at the locations and to the dimensions and spacing shown on the plans. Paint shall not be applied until the layout and condition of the surface has been approved by the RPR. The edges of the markings shall not vary from a straight line more than 1/2 inch (12 mm) in 50 feet (15 m), and marking dimensions and spacing shall be within the following tolerances:

Marking Dimensions and Spacing Tolerance Dimension and Spacing Tolerance 36 inch (910 mm) or less ±1/2 inch (12 mm)

greater than 36 inch to 6 feet (910 mm to 1.85 m) ±1 inch (25 mm) greater than 6 feet to 60 feet (1.85 m to 18.3 m) ±2 inch (50 mm)

greater than 60 feet (18.3 m) ±3 inch (76 mm) The paint shall be mixed in accordance with the manufacturer’s instructions and applied to the pavement with a marking machine at the rate shown in Table 1. The addition of thinner will not be permitted. Glass beads shall be distributed upon the marked areas at the locations shown on the plans to receive glass beads immediately after application of the paint. A dispenser shall be furnished that is properly designed for attachment to the marking machine and suitable for dispensing glass beads. Glass beads shall be applied at the rate shown in Table 1. Glass beads shall not be applied to black paint or green paint. Glass beads shall adhere to the cured paint or all marking operations shall cease until corrections are made. Different bead types shall not be mixed. Regular monitoring of glass bead embedment and distribution should be performed. 620-3.6 Application--preformed thermoplastic airport pavement markings. Preformed thermoplastic pavement markings not used. 620-3.7 Control strip. Prior to the full application of airfield markings, the Contractor shall prepare a control strip in the presence of the RPR. The Contractor shall demonstrate the surface preparation method and all striping equipment to be used on the project. The marking equipment must achieve the prescribed application rate of paint and population of glass beads (per Table 1) that are properly embedded and evenly distributed across the full width of the marking. Prior to acceptance of the control strip, markings must be evaluated during darkness to ensure a uniform appearance. 620-3.8 Retro-reflectance. Reflectance shall be measured with a portable retro-reflectometer meeting ASTM E1710 (or equivalent). A total of 6 reading shall be taken over a 6 square foot area with 3 readings taken from each direction. The average shall be equal to or above the minimum levels of all readings which are within 30% of each other.

P-620.4 RUNWAY AND TAXIWAY PAINTING

Minimum Retro-Reflectance Values Material Retro-reflectance mcd/m2/lux

White Yellow Red

Initial Type I 300 175 35

Initial Type III 600 300 35

Initial Thermoplastic 225 100 35

All materials, remark when less than1 100 75 10

1 ‘Prior to remarking determine if removal of contaminants on markings will restore retro-reflectance 620-3.9 Protection and cleanup. After application of the markings, all markings shall be protected from damage until dry. All surfaces shall be protected from excess moisture and/or rain and from disfiguration by spatter, splashes, spillage, or drippings. The Contractor shall remove from the work area all debris, waste, loose reflective media, and by-products generated by the surface preparation and application operations to the satisfaction of the RPR. The Contractor shall dispose of these wastes in strict compliance with all applicable state, local, and federal environmental statutes and regulations.


620-4.1 The quantity of markings shall be paid for shall be measured by the number of square feet (square meters) of painting, including reflective media performed in accordance with the specifications and accepted by the RPR. All markings include surface preparation, and application including reflective media (as specified).

BASIS OF PAYMENT

620-5.1 This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item complete in place and accepted by the RPR in accordance with these specifications. Payment will be made under:

Item P-620-5.1-1 Runway Painting – White, Half-Rate Application, Solid, including

reflective media per square foot (square meter) Item P-620-5.1-2 Runway Painting – White, Half-Rate Application, Striated, including

reflective media per square foot (square meter) Item P-620-5.1-3 Runway Painting – White, Full-Rate Application, Solid, including

reflective media per square foot (square meter) Item P-620-5.1-4 Runway Painting – White, Full-Rate Application, Striated, including

reflective media per square foot (square meter) Item P-620-5.1-5 Taxiway Painting – Yellow, Half-Rate Application, Solid, including

reflective media per square foot (square meter)


Item P-620-5.1-6 Taxiway Painting – Yellow, Full-Rate Application, Solid, including reflective media per square foot (square meter)

REFERENCES


ASTM D476 Standard Classification for Dry Pigmentary Titanium Dioxide Products ASTM D968 Standard Test Methods for Abrasion Resistance of Organic Coatings by

Falling Abrasive ASTM D1652 Standard Test Method for Epoxy Content of Epoxy Resins ASTM D2074 Standard Test Method for Total, Primary, Secondary, and Tertiary Amine

Values of Fatty Amines by Alternative Indicator Method ASTM D2240 Standard Test Method for Rubber Property - Durometer Hardness ASTM D7585 Standard Practice for Evaluating Retroreflective Pavement Markings

Using Portable Hand-Operated Instruments ASTM E303 Standard Test Method for Measuring Surface Frictional Properties Using

the British Pendulum Tester ASTM E1710 Standard Test Method for Measurement of Retroreflective Pavement

Marking Materials with CEN-Prescribed Geometry Using a Portable Retroreflectometer

ASTM E2302 Standard Test Method for Measurement of the Luminance Coefficient Under Diffuse Illumination of Pavement Marking Materials Using a Portable Reflectometer

ASTM G154 Standard Practice for Operating Fluorescent Ultraviolet (UV) Lamp Apparatus for Exposure of Nonmetallic Materials

Code of Federal Regulations (CFR)

40 CFR Part 60, Appendix A-7, Method 24 Determination of volatile matter content, water content, density, volume solids, and weight solids of surface coatings

29 CFR Part 1910.1200 Hazard Communication

Federal Specifications (FED SPEC) FED SPEC TT-B-1325D Beads (Glass Spheres) Retro-Reflective FED SPEC TT-P-1952F Paint, Traffic and Airfield Marking, Waterborne FED STD 595 Colors used in Government Procurement

Commercial Item Description A-A-2886B Paint, Traffic, Solvent Based

Advisory Circulars (AC) AC 150/5340-1 Standards for Airport Markings AC 150/5320-12 Measurement, Construction, and Maintenance of Skid Resistant Airport

Pavement Surfaces


COAL TAR EMULSION P-630.1

ITEM P-630 REFINED COAL TAR EMULSION WITHOUT ADDITIVES, SLURRY SEAL SURFACE TREATMENT

DESCRIPTION

630-1.1 This item shall consist of a mixture of emulsified coal tar, mineral aggregate, and water properly proportioned, mixed, and spread on an asphalt pavement surface, including airport pavements serving airplanes 60,000 lbs (27,215 kg) or less, roads, and other general applications. The purpose of this refined coal tar emulsion product is to provide a fuel-resistant surface where pavements are subjected to fuel spills. The application of the surface treatment shall be in accordance with these specifications and shall conform to the dimensions shown on the plans or as directed by the Resident Project Representative (RPR). 630-1.2 General. This item shall consist of a mixture of refined coal tar emulsion, mineral aggregate, and water properly proportioned, mixed, and applied as a slurry seal on new or existing (aged) asphalt concrete pavement.

MATERIALS

630-2.1 Refined coal tar emulsion. A refined coal tar emulsion prepared from a high temperature refined coal tar conforming to the requirements of ASTM D490 for grade 11-12. The use of oil and water gas tar is not allowed. Base refined coal tar emulsion must conform to all requirements of ASTM D5727. The Contractor shall provide a copy of the manufacturer’s Certificate of Analysis (COA) for the emulsified coal tar delivered to the project. If the asphalt emulsion is diluted at other than the manufacturer’s facility, the Contractor shall provide a supplemental COA from an independent laboratory verifying the asphalt emulsion properties. The COA shall be provided to and approved by the RPR before the emulsified coal tar is applied. The furnishing of the vendor’s certified test report for the asphalt material shall not be interpreted as a basis for final acceptance. The manufacturer’s COA may be subject to verification by testing the material delivered for use on the project.

a. Health, safety, and environment. The Contractor must provide a complete Safety Data Sheet (SDS) in accordance with U.S. Department of Labor, Occupational Safety and Health Administration (OSHA), Regulations (Standards – 29 CFR), 1910.1200 which establishes the requirement and minimum information for the MSDS for hazardous materials. The MSDS, Section II, shall include the Chemical Abstracts Service (CAS) registry numbers for all applicable hazardous ingredients in the coal tar emulsion product. The Contractor must provide the manufacturer’s certification that the product complies with the Code of Federal Regulation (CFR) Title 40 – Protection of Environment. The manufacturer’s certification shall address compliance for Air Programs, Part 59, National Volatile Organic Compound Emission Standards for Consumer and Commercial Products (for the airport location) and Water Programs, Part 116, Designation of Hazardous Substances.

630-2.2 Aggregate. The aggregate shall be washed dry silica sand or boiler slag free of dust, trash, clay, organic materials or other deleterious substances. The aggregate shall meet the gradation requirements below when tested in accordance with ASTM C136. The refined coal tar emulsion supplier must give written approval of the aggregate used in the mix design.

P-630.2 COAL TAR EMULSION

Gradation of Aggregates*

Sieve Size Percent Retained

Minimum Maximum #20 or coarser 850 µm 0 2 #30 600 µm 0 12 #40 425 µm 2 60 #50 300 µm 5 60 #70 212 µm 5 60 #100 150 µm 5 30 #140 106 µm 0 10 #200 75 µm 0 2 Finer than #200 0 0.3

* Table represents the maximum range of aggregate gradations. 630-2.3 Water. Water used in mixing or curing shall be from potable water sources and at least 50ºF (10ºC). Other sources shall be tested in accordance with ASTM C1602 prior to use. The pH of the water shall conform to the requirements of the coal tar emulsion manufacturer. 630-2.4 Crack sealant. Crack sealant shall be certified for compatibility with the refined coal tar emulsion by the manufacturer of the refined coal tar emulsion and approved by the RPR. 630-2.5 Oil spot primer. Oil spot primer shall be certified for compatibility with the refined coal tar emulsion by the manufacturer of the refined coal tar emulsion and approved by the RPR. 630-2.6 Pavement primer. Pavement primer shall be certified for compatibility with the refined coal tar emulsion by the manufacturer of the refined coal tar emulsion and approved by the RPR.

COMPOSITION AND APPLICATION

630-3.1 Composition. The refined coal tar emulsion seal coat is to consist of a mixture of refined coal tar emulsion, water and aggregate, and be proportioned as shown in the table below titled “Composition of Mixture Per 100 Gallons (379 Liters) of Refined Coal Tar Emulsion.” The composition must have written approval of the coal tar emulsion manufacturer. 630-3.2 Quantities of materials per square yard (square meter). The Contractor shall submit the recommended formulation of water, emulsion, aggregate and application rate proposed for use to a testing laboratory together with sufficient materials to verify the formulation at least 7 days prior to the start of operations. The mix design shall be within the range shown in the table below. No seal coat shall be produced for payment until a mix has been approved by the RPR. The formulation shall pass the fuel resistance test in accordance with ASTM D5727. The mix formula for each mixture shall be in effect until modified in writing by the RPR.


Composition of Mixture Per 100 Gallons (379 Liters) of Refined Coal Tar Emulsion

Application Refined Coal Tar

Emulsion Gallons (Liters)

Water Gallons (Liters)

Aggregate lb (km)

Formula Rate of Application of Mix per Square Yard (Square

Meter)

Minimum Gallons (Liters)

Maximum Gallons (Liters)

Prime Coat (where required) as specified by the coal tar emulsion manufacturer 1st Seal

Coat 100

(379) 25-30

(95-114) 300-500

(136-228) 0.12

(0.54) 0.17

(0.77) 2nd Seal

Coat 100

(379) 25-30

(95-114) 300-500

(136-228) 0.12

(0.54) 0.17

(0.77) 630-3.3 Application rate. Application rates are not to exceed 0.17 gal/yd2/coat (0.77 liters/m2/coat), and at no time are total coats to exceed 0.51 gal/yd2 (2.3 liters/m2). 630-3.4 Control strip. Prior to full production, the Contractor shall prepare a quantity of mixture in the proportions shown in the approved mix design sufficient to place a control strip a minimum of 250 square yard (209 m2) at the rate specified in the job mix formula. The test area shall be designated by the RPR and will be located on a representative section of the pavement to be seal coated. Separate control strips by a minimum of 200 feet between sections. The actual application rate will be determined by the RPR during placement of the control strip and will depend on the condition of the pavement surface. The control strip shall be used to verify the adequacy of the mix design and to determine the application rate. The same equipment and method of operations shall be used on the control strip as will be used on the remainder of the work. If the control strip proves to be unsatisfactory, the necessary adjustments to the job mix formula, mix composition, application rate, placement operations, and equipment shall be made. Additional control strips shall be placed and evaluated, if required. Full production shall not begin without the RPR’s approval. Acceptable control strips shall be paid for in accordance with paragraph 630-7.1. A qualified manufacturer’s representative may be present in the field to assist the Contractor in applying control areas and/or control strips to determine the optimum application rate of both emulsion and sand.


630-4.1 Weather limitations. The seal coat shall not be applied when the surface is wet or when the humidity or impending weather conditions will not allow proper curing. The seal coat shall be applied only when the atmospheric or pavement temperature is 50°F (10°C) and rising and is expected to remain above 50°F (10°C) for 24 hours, unless otherwise directed by the RPR. 630-4.2 Equipment and tools. The Contractor shall furnish all equipment, tools, and machinery necessary for the performance of the work.

a. Distributors. Distributors or spray units used for the spray application of the seal coat shall be self-propelled and capable of uniformly applying 0.12 to 0.55 gallons per square yard (0.54 to 2.5 liters per square meter) of material over the required width of application. Distributors shall be equipped with removable manhole covers, tachometers, pressure gauges, and volume-measuring devices.


The mix tank shall have a mechanically powered, full-sweep, mixer with sufficient power to move and homogeneously mix the entire contents of the tank. The distributor shall be equipped with a positive placement pump so that a constant pressure can be maintained on the mixture to the spray nozzles.

b. Mixing equipment. The mixing machine shall have a continuous flow mixing unit capable of

accurately delivering a predetermined proportion of aggregate, water, and emulsion, and of discharging the thoroughly mixed product on a continuous basis. The mixing unit shall be capable of thoroughly blending all ingredients together and discharging the material to the spreader box without segregation.

c. Spreading equipment. Spreading equipment shall be a mechanical-type squeegee distributor attached to the mixing machine, equipped with flexible material in contact with the surface to prevent loss of slurry from the spreader box. It shall be maintained to prevent loss of slurry on varying grades and adjusted to assure uniform spread. There shall be a lateral control device and a flexible strike-off capable of being adjusted to lay the slurry at the specified rate of application. The spreader box shall have an adjustable width. The box shall be kept clean; coal tar emulsion and aggregate build-up on the box shall not be permitted.

d. Hand squeegee or brush application. The use of hand spreading application shall be restricted to

places not accessible to the mechanized equipment or to accommodate neat trim work at curbs, etc. Material that is applied by hand shall meet the same standards as that applied by machine.

e. Calibration. The Contractor shall furnish all equipment, materials and labor necessary to calibrate

the equipment. It shall be calibrated to assure that it will produce and apply a mix that conforms to the job mix formula. Commercial equipment should be provided with a method of calibration by the manufacturer. All calibrations shall be made with the approved job materials prior to applying the seal coat to the pavement. A copy of the calibration test results shall be furnished to the RPR.

630-4.3 Preparation of asphalt pavement surfaces. Clean pavement surface immediately prior to placing the seal coat by sweeping, flushing well with water leaving no standing water, or a combination of both, so that it is free of dust, dirt, grease, vegetation, oil or any type of objectionable surface film. Remove oil or grease that has not penetrated the asphalt pavement by scraping or by scrubbing with a detergent, then wash thoroughly with clean water. After cleaning, treat these areas with the oil spot primer. Any additional surface preparation, such as crack repair, shall be in accordance with Item P-101, paragraph 101-3.6. 630-4.4 Mixing. Blend the coal tar emulsion mixture in the equipment described in paragraph 630-4.2 using the ingredients described in paragraph 630-3.2. The mixing must produce a smooth homogeneous mixture of uniform consistency. (Consult coal tar emulsion supplier for its recommended order of addition of the ingredients.) During the entire mixing and application process, no breaking, segregating or hardening of the emulsion, nor balling or lumping of the sand is to be permitted. Continue to agitate the seal coat mixture in the mixing tank at all times prior to and during application so that a consistent mix is available for application. Small additional increments of water may be needed to provide a workable consistency, but in no case is the water content to exceed the specified amount. 630-4.5 Application of slurry seal surface treatment. The aggregate filled slurry seal surface treatment shall be applied at a uniform rate determined in paragraphs 630-3.2 and 630-3.3.


In order to provide maximum adhesion, the pavement shall be dampened with a fog spray of water if recommended by the supplier. No standing water shall remain on the surface. If a prime coat is required, mix and apply the prime coat as specified in paragraph 630-3.2. Apply the first coat uniformly to obtain the rate determined in paragraph 630-3.4. Each coat shall be allowed to dry and cure initially before applying any subsequent coats. The initial drying shall allow evaporation of water of the applied mixture, resulting in the coating being able to sustain light foot traffic. The initial curing shall enable the mixture to withstand vehicle traffic without damage to the seal coat. Apply the second coat in the same manner as outlined for the first coat. Additional coats shall be applied over the entire surface as directed by the RPR. The finished surface shall present a uniform texture. The final coat shall be allowed to dry a minimum of eight hours in dry daylight conditions before opening to traffic, and initially cure enough to support vehicular traffic without damage to the seal coat. Where marginal weather conditions exist during the eight-hour drying time, additional drying time shall be required. The length of time shall be as specified by the supplier. The surface shall be checked after the additional drying time for trafficability before opening the section to vehicle traffic. Where striping is required, the striping paint used shall meet the requirements of Item P-620, shall be compatible with the seal coat and as recommended by the coal tar emulsion manufacturer.

QUALITY CONTROL

630-5.1 Contractor’s certification. The Contractor shall furnish the manufacturer’s certification that each consignment of emulsion shipped to the project meets the requirements of ASTM D5727, except that the water content shall not exceed 50%. The certification shall also indicate the solids and ash content of the emulsion and the date the tests were conducted. The certification shall be delivered to the RPR prior to the beginning of work. The manufacturer’s certification for the emulsion shall not be interpreted as a basis for final acceptance. Any certification received shall be subject to verification by testing samples received for project use. The Contractor shall also furnish a certification demonstrating a minimum of three years’ experience in the application of coal tar emulsion seal coats. 630-5.2 Sampling. A minimum of one sample per day shall be tested for the properties in the table above titled “Composition of Mixture Per 100 Gallons (379 Liters) of Refined Coal Tar Emulsion.” A random sample of approximately one-quart of the composite mix will be obtained daily by the Contractor and stored in a glass container. The containers shall be sealed against contamination and retained in storage by the Owner for a period of six months. Samples shall be stored at room temperature and not be subjected to freezing temperatures. A sample of undiluted coal tar emulsion shall be obtained from each consignment shipped to the job. 630-5.3 Records. The Contractor shall maintain an accurate record of each batch of materials used in the formulation of the seal coat and provide the documentation to the RPR daily.



630-6.1 The refined coal tar emulsion shall be measured by the gallon (liter), including aggregate. Only the actual quantity of undiluted refined coal tar emulsion will be measured for payment.

BASIS OF PAYMENT

630-7.1 Payment shall be made at the contract unit price per gallon (liter) for the refined coal tar emulsion with aggregate. Aggregate shall be considered incidental and not paid separately. These prices shall be full compensation for furnishing all materials, preparing, mixing, and applying these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item P-630-7.1 Refined Coal Tar Emulsion for Slurry Coat with aggregate – per gallon (liter)

REFERENCES


ASTM C67 Standard Test Method for Sampling and Testing Brick and Structural Clay Tile


ASTM C1602 Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete

ASTM D490 Standard Specification for Road Tar ASTM D3699 Standard Specification for Kerosene ASTM D5727 Standard Specification for Emulsified Refined Coal Tar (Mineral Colloid

Type)

Code of Federal Regulations (CFR) 29 CFR Part 1910.1200 Hazard Communication 40 CFR Protection of the Environment

END OF ITEM P-630

F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-630.docx (12/21/2018) F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\P-630-RPA.docx (03/2019) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-630-RPA.docx (05/2020)

GEOTEXTILE FABRICS P-669.1

ITEM P-669 GEOTEXTILE FABRICS DESCRIPTION 669-1.1 This section covers the materials, methods of installation, and methods of construction to be used for subsurface drainage, separation, stabilization, and temporary silt fence. MATERIALS 669-2.1 GENERAL. Fibers used in the manufacture of geotextiles, and the threads used in joining geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at least 95 percent by weight of polyolefins or polyesters. They shall be formed into a stable network such that the filaments or yarns retain their dimensional stability relative to each other, including selvages. These materials shall conform to the physical requirements of Tables 1, and Tables 2, 3, 4, or 5 for the indicated application. 669-2.2 CERTIFICATION. The contractor shall provide to the engineer a certificate stating the name of the manufacturer, product name, style number, chemical composition of the filaments or yarns, and other pertinent information to fully describe the geotextile. The manufacture is responsible for establishing and maintaining a quality control program to assure compliance with the requirement of this specification. Documentation describing the quality control program shall be made available upon request. A manufacturer’s certificate shall be provided which states that the furnished geotextile meets Minimum Average Roll Value (MARV) requirements (97.7 percent confidence that the property in question will meet published values) of the specification AASHTO M 288-06 as evaluated under the manufacturer’s quality control program. Each property in Table 1 and the following respective tables must be stated. A person having legal authority to bind the manufacturer shall attest to the certificate. Either mislabeling or misrepresentation of materials shall be reason to reject those geotextile products. 669-2.3 SAMPLING AND TESTING. The product shall be subject to sampling and testing. Sampling shall be in accordance with current ASTM D 4354, and testing procedures shall be in accordance with the methods given in Tables 1, and Tables 2, 3, 4, or 5. 669-2.4 SHIPMENT AND STORAGE. Geotextile labeling, shipment, and storage shall follow ASTM D 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s certificate. During all periods of shipment and storage, the fabric shall be protected from direct sunlight, ultraviolet rays, water, temperatures greater than 160F, and contaminants. To the extent possible, the fabric shall be maintained wrapped in a heavy-duty protective covering. 669-2.5 GEOTEXTILE PROPERTY REQUIREMENTS. Table 1 provides strength properties for three geotextile classes. The geotextile shall conform to the properties in Table 1 based on the geotextile class required in Table 2, 3, 4, or 5 for the indicated application.

P-669.2 GEOTEXTILE FABRICS

Table 1 – Geotextile Strength Property Requirement Geotextile Classa,b Class 1 Class 2 Class 3

Test Units Elongation Elongation Elongation Elongation Elongation Elongation Methods <50% ≥50%c <50% ≥50%c <50% ≥50%c

Grab ASTM N 1400 900 1100 700 800 500 Strength D 4632 Sewn Seam ASTM N 1260 810 990 630 720 450 Strengthd D4632 Tear Strength ASTM N 500 350 400e 250 300 180 D 4533 Puncture ASTM N 2750 1925 2200 1375 1650 990 Strength D6241 Permittivity ASTM sec-1 Minimum property values for permittivity, AOS, and UV stability are based on D

4491 geotextile application. Refer to Table 2 for subsurface drainage, Table 3 for separation, and Table 4 for stabilization.

Apparent ASTM mm Opening Size D 4751 Ultraviolet ASTM % stability D 4355 (retainer strength)

a Required geotextile class is designated in Table 2, 3, 4, or 5 for the indicated application. The severity of installation condition for the application generally dictates the required geotextile class. Class 1 is specified for more severe or harsh installation conditions where there is a greater potential for geotextile damage, and Classes 2 and 3 are specified for less severe conditions.

b All numeric values represent MARV in the weaker principal direction. c As measured in accordance with ASTM D 4632. d When sewn seams are required. e The required MARV tear strength for woven monofilament geotextiles is 250 N.

669-2.6 SUBSURFACE DRAINAGE REQUIREMENTS. This specification is applicable to placing a geotextile against a soil to allow for long-term passage of water into a subsurface drain system while retaining in situ soil. The primary function of the geotextile in subsurface drainage applications is filtration. The geotextile shall meet the requirements of Table 2. Woven slit film geotextiles (i.e., geotextiles made from yarns of a flat, tape-like character) will not be allowed. All numeric values in Table 2, except AOS, represent MARV in the weaker principal direction. Values of AOS represent maximum average roll values.


Table 2 – Subsurface Drainage Geotextile Requirements Requirements, Percent in Situ Soil Passing 0.075mma Test Methods Units <15 15 to 50 >50 Geotextile Class Class 2 from Table 1 Permittivityb,c ASTM D 4491 sec-1 0.5 0.2 0.1 Apparent ASTM D 4751 mm 0.43 0.25 0.22d

Opening sizeb,c max avg max avg max avg roll value roll value roll value Ultraviolet ASTM D 4355 % 50% after 500 h of exposure Stability (retained strength)

a Based on grain size analysis of in situ soil in accordance with T88. b These default filtration property values are based on the predominant particle sizes of in situ soil. In addition to the default

permittivity value, the engineer may require geotextile permeability and/or performance testing based on engineering design for drainage systems in problematic soil environments.

c Site specific geotextile design should be performed especially if one or more of the following problematic soil environments are encountered: unstable or highly erodible soils such as non-cohesive silts; gap graded soils; alternating sand/silt laminated soils; dispersive clays; and/or rock flour.

d For cohesive soils with a plasticity index greater than seven, geotextile maximum average roll value for apparent opening size is 0.30 mm.

669-2.7 SEPARATION GEOTEXTILE REQUIREMENTS. This specification is applicable to the use of a geotextile to prevent mixing of a subgrade soil and an aggregate cover material (subbase, base, select embankment, etc.). This specification may also apply to situations other than beneath pavements where separation of two dissimilar materials is required, but where water seepage through the geotextile is not a critical function. The separation application is appropriate for pavement structures constructed over soils with a California Bearing Ratio equal to or greater than 3 (CBR ≥ 3) (shear strength greater than approximately 90 kPa). It is appropriate for unsaturated soils. The primary function of a geotextile in this application is separation. The geotextile shall meet the requirements of Table 3. All numeric values in Table 3 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values. Table 3 – Separation Geotextile Property Requirements Test Methods Units Requirements Geotextile class Class 1 from Table 1 Permittivity ASTM D 4491 sec-1 0.02a Apparent opening size ASTM D 4751 mm 0.60 max avg roll value Ultraviolet stability ASTM D 4355 % 50% after 500 h of exposure (retained strength)

a Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs) The Engineer may also require the permeability of the geotextile to be greater than that of the soil (kg > ks)

669-2.8 STABILIZATION GEOTEXTILE REQUIREMENTS. This specification is applicable to the use of a geotextile in wet, saturated conditions to provide the coincident functions of separations and filtration. In some installations, the geotextile can also provide the function of reinforcement. Stabilization is applicable to pavement structures constructed over soils with a California Bearing Ratio between one and three (1< CBR >3) (Shear strength between approximately 30 kPa and 90 kPa).


The stabilization application is appropriate for subgrade soils that are saturated due to a high groundwater table or due to prolonged periods of wet weather. This specification is not appropriate for embankment reinforcement where stress conditions may cause global subgrade foundation or stability failure. The geotextile shall meet the requirements in Table 4. All numeric values in Table 4 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values. Table 4 – Stabilization Geotextile Property Requirements Test Methods Units Requirements Geotextile Class Class 1 from Table 1a Permittivity ASTM D 4491 sec-1 0.05b Apparent opening size ASTM D 4751 mm 0.43 max avg roll value Ultraviolet stability ASTM D 4355 % 50% after 500 h of exposure (retained strength)

a Default geotextile selection. The engineer may specify a Class 2 or 3 geotextile from Table 1 based on one or more of the following: 1. The engineer has found the class of geotextile to have sufficient survivability based on field experience. 2. The engineer has found the class of geotextile to have sufficient survivability based on laboratory testing and visual

inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. b Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs). The engineer may also

require the permeability of the geotextile to be greater than that of the soil (kg > ks). 669-2.9 TEMPORARY SILT FENCE REQUIREMENTS. This specification is applicable to the use of a geotextile as vertical, permeable interceptor designed to remove suspended soil from overland water flow. The function of a temporary silt fence is to filter and allow settlement of soil particles from sediment-laden water. The purpose is to prevent the eroded soil from being transported off the construction site by water runoff. The geotextile used for temporary silt fence may or may not be supported between posts with wire or polymeric mesh. The temporary silt fence geotextile shall meet the requirements of Table 5. All numeric values in Table 5 except AOS represent MARV. Values for AOS represent maximum average roll values. Table 5 – Temporary Silt Fence Property Requirements Requirements, Unsupported Silt Fence Geotextile Geotextile Supported Silt Elongation Elongation Test Methods Units Fencea ≥50%b ≤50%b Maximum post spacing 1.2 m 1.2m 2m Grab strength ASTM D 4632 N Machine direction 400 550 550 X-Machine direction 400 450 450 Permittivityc ASTM D 4491 sec-1 0.05 0.05 0.05 Apparent opening size ASTM D 4751 mm 0.60 max avg 0.60 max avg 0.60 max avg roll value roll value roll value Ultraviolet stability ASTM D 4355 % 70% after 500 h 70% after 50 h of exposure (retained strength) of exposure

a Silt fence support shall consist of 14-gauge steel wire with mesh spacing of 150 mm by 150 mm or prefabricated polymeric mesh of equivalent strength.

b As measure in accordance with ASTM D 4632. c These default filtration property values are based on empirical evidence with a variety of sediments. For

environmentally sensitive areas, a review of previous experience and/or site or regionally specific geotextile tests should be performed by the agency to confirm suitability of these requirements.


CONSTRUCTION METHODS 669-3.1 DRAINAGE GEOTEXTILES. Trench excavation shall be done in accordance with details of the project plans. In all instances excavation shall be done in such a way so as to prevent large voids from occurring in the sides and bottom of the trench. The graded surface shall be smooth and free of debris. In the placement of the geotextile for drainage applications, the geotextile shall be placed loosely with no wrinkles or folds, and with no void spaces between the geotextile and the ground surface. Successive sheets of geotextiles shall be overlapped a minimum of 12-inches, with the upstream sheet overlapping the downstream sheet. After placing the drainage aggregate the geotextile shall be folded over the top of the backfill material in a manner to produce a minimum overlap of 12-inches (or as detailed in the plans). All seams shall be subject to the approval of the Engineer. Should the geotextile be damaged during installation or drainage aggregate placement, a geotextile patch shall be placed over the damaged area extending beyond the damaged area a distance of 12-inches, or the specified seam overlap, whichever is greater. Placement of drainage aggregate should proceed immediately following placement of the geotextile. The geotextile should be covered with a minimum of 12-inches of loosely placed aggregate prior to compaction. 669-3.2 SEPARATION / STABILIZATION GEOTEXTILES. The geotextile shall be laid smooth without wrinkles or folds on the prepared subgrade in the direction of construction traffic. Adjacent geotextile rolls shall be overlapped, sewn or joined a minimum of 12-inches or the manufacturer recommendations, whichever is greater. Overlaps shall be in the direction with the upstream sheet overlapping the downstream sheet. On curves the geotextile may be folded or cut to conform to the curves. The fold or overlap shall be in the direction of construction and held in place by pins, staples, or piles of fill or rock. Prior to covering, the geotextile shall be inspected to ensure that the geotextile has not been damages (i.e., holes, tears, rips) during installation. The inspection shall be done by the engineer. Damaged geotextiles, as identified by the engineer, shall be repaired immediately at no additional cost to the owner. Cover the damaged area with a geotextile patch that extends an amount equal to the required overlap beyond the damaged area in each direction. The subbase shall be placed by end dumping onto the geotextile from the edge of the geotextile, or over previously placed subbase aggregate. Construction vehicles shall not be allowed directly on the geotextile. The subbase shall be places such that at least the minimum specified lift thickness shall be between the geotextile and equipment tires or tracks at all times. Turning of vehicles shall not be permitted on the first lift above the geotextile. 669-3.3 SILT FENCE GEOTEXTILES. Wood, steel, or synthetic support posts having a minimum length of 3-feet plus the burial depth may be used as directed by the engineer. They shall be of sufficient strength to resist damage during installation and to support the applied loads due to material build up behind the fence. The geotextile at the bottom of the fence shall be buried in a “J” configuration to a minimum depth of 6-inches in a trench so that no flow can pass under the silt fence. The trench shall be backfilled and the soil compacted over the geotextile.


The geotextile shall be spliced together with a sewn seam only at a support post, or two sections of fence may be overlapped instead. The contractor must demonstrate to the satisfaction of the engineer that the geotextile can withstand the anticipated sediment loading. The posts shall be driven or placed a minimum of 20-inches into the ground. Depth shall be increased to 24-inches if fence is placed on a slope of 3:1 or greater. The geotextile shall be securely fastened to the fence posts. Silt fences should be continuous and transverse to the flow. The silt fence should follow the contours of the site as closely as possible. The fence shall also be placed such that the water cannot run off around the end of the fence. METHOD OF MEASUREMENT 669-4.1 SUBSURFACE DRAINAGE FABRIC. Fabric subsurface drainage improvements shall be paid for by the square yard complete, in place, and accepted. Measurement shall be the surface area of area covered. No allowances will be given for overlaps or patches as required by these Specifications. 669-4.2 GEOTEXTILE SEPARATION/STABILIZATION FABRIC. Fabric for geotextile separation/stabilization improvements shall be paid for by the square yard complete, in place, and accepted. Measurement shall be the surface area of area covered. No allowances will be given for overlaps or patches as required by these Specifications. BASIS OF PAYMENT 669-5.1 SUBSURFACE DRAINAGE FABRIC. Payment shall be made at the contract unit price bid per square yard for "Subsurface Drainage Fabric," which price and payment shall include all required surface preparation; furnishing and placing of the fabric; overlaps; sewing, if necessary; repairing torn or damaged fabric; and for all labor, equipment, and incidentals necessary for placement of the fabric in accordance with these Specifications. 669-5.2 GEOTEXTILE SEPARATION/STABILIZATION FABRIC. Payment shall be made at the contract unit price bid per square yard for "Geotextile Separation/Stabilization Fabric," which price and payment shall include all required surface preparation; furnishing and placing of the fabric; overlaps; sewing, if necessary; repairing torn or damaged fabric; and for all labor, equipment, and incidentals necessary for placement of the fabric in accordance with these Specifications. 669-5.3 SILT FENCE GEOTEXTILES. Silt fence geotextiles shall be an incidental item, with no separate pay quantity. Payment will be made under: P-669-5.1 Subsurface Drainage Fabric - per square yard. P-669-5.2 Geotextile Separation/Stabilization Fabric - per square yard.


TESTING REQUIREMENTS AASHTO M288-06 Standard Specification for Geotextiles AASHTO T 88 Particle Size Analysis of Soils AASHTO T 90 Determining the Plastic Limit and Plasticity Index of Soils AASHTO T 99 Moisture-Density Relations of Soils Using a 2.5-kg (5.5-lb) Rammer and a

305-mm (12-in.) Drop ASTM D 123 Standard Terminology Relating to Textiles ASTM D 276 Test Methods for Identification of Fibers in Textiles ASTM D 4354 Practice for Sampling of Geosynthetics for Testing ASTM D 4355 Test Method for Deterioration of Geotextiles form Exposure to Ultraviolet

Light and Water (Xenon-Arc Type Geosynthetics) ASTM D 4439 Terminology for Geosynthetics ASTM D 4491 Test Methods for Water Permeability of Geotextiles by Permittivity ASTM D 4533 Test Method for Trapezoid Tearing Strength of Geotextiles ASTM D 4632 Test Method for Grab Breaking Load and Elongation of Geotextiles ASTM D 4751 Test Method for Determining Apparent Opening Size of a Geotextile ASTM D 4759 Practice for Determining the Specification Conformance of Geosynthetics ASTM D 4873 Guide for Identification, Storage, and Handling of Geotextiles ASTM D 5141 Test Method for Determining Filtering Efficiency and Flow Rate for Silt

Fence Application of a Geotextile Using Site Specific Soils ASTM D 5261 Test Method for Measuring Mass per Unit Area of Geotextiles ASTM D 6140 Test Method for Determining the Asphalt Retention of Paving Fabrics ASTM D 6241 Test Method for Static Puncture Strength of Geotextiles and Geotextile

Related Products Using a 50-mm Probe END OF ITEM P-669 F:\airports\ADMIN\TECHSPECS\P-669rpa.doc (02/09 by LDB) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-669rpa.doc (05/2020)

GEOSYNTHETIC GEOGRID P-670.1

ITEM P-670 GEOSYNTHETIC GEOGRID DESCRIPTION 670-1.1 This section covers the materials, methods of installation, and methods of construction to be used for geosynthetic geogrid. MATERIALS 670-2.1 GENERAL. A grid formed by a regular network of integrally connected, multi-directional tensile elements of appropriate orientation, with apertures of appropriate size and shape to allow interlocking with surrounding soil, rock, or earth to function primarily as reinforcement. 670-2.2 CERTIFICATION. The Contractor shall provide to the engineer a certificate stating the name of the manufacturer, product name, style number, chemical composition of the geogrid, and other pertinent information to fully describe the geogrid. The manufacture is responsible for establishing and maintaining a quality control program to assure compliance with the requirement of this specification. Documentation describing the quality control program shall be made available upon request. 670-2.3 SAMPLING AND TESTING. The product shall be subject to sampling and testing. Sampling shall be in accordance with current ASTM D 4354, and testing procedures shall be in accordance with the methods given in Tables 1. 670-2.4 SHIPMENT AND STORAGE. Geogrid labeling, shipment, and storage shall follow ASTM D 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s certificate. During all periods of shipment and storage, the fabric shall be protected from direct sunlight, ultraviolet rays, water, temperatures greater than 160F and less than -20F, and contaminants. To the extent possible, the fabric shall be maintained wrapped in a heavy-duty protective covering. 670-2.5 GEOGRID PROPERTY REQUIREMENTS. Contractor to provide a certificate to demonstrate compliance with the physical properties specified. The certificate shall indicate test results in accordance with the methods and values cited, the material makeup/chemical composition, the product description, and manufacturer. The certificate shall be attested by a legally authorized official certifying the information provided. The Contractor shall also submit the manufacture catalog cut data and installation manuals. The geogrid shall be integrally formed and deployed as a single layer conforming to the following minimum property requirements contained in Table 1 below.

P-670.2 GEOSYNTHETIC GEOGRID

Table 1 – Geogrid Property Requirements

Index Properties Test Method Units MD CD

Tensile Strength – Ultimate ASTM D 6637 lbs/ft (kN/m) 1310 (19.2) 1970 (28.8) Tensile Strength @ 2% Strain ASTM D 6637 lbs/ft (kN/m) 410 (6.0) 620 (9.0) Tensile Strength @ 5% Strain ASTM D 6637 lbs/ft (kN/m) 810 (11.8) 1340 (19.6) Junction Efficiency ASTM D 7737 % 93 Flexural Stiffness ASTM D 7748 mg-cm 750,000 Aperture Stability GRI GG9 m-N/deg 0.65 Resistance to Installation Damage ASTM D 6637 % SC/SW/GP 95/93/90 Resistance to Long Term Degradation

EPA 9090 % 100

Resistance to UV Degradation ASTM D 4355 % 100 Rib Thickness in (mm) 0.05 (1.27)

Notes: 1) MD – machine direction, CD – cross machine direction. 2) All values are minimum average roll values unless otherwise specified.

CONSTRUCTION METHODS 670-3.1 PREPARATION. The subgrade shall be prepared as indicated on the construction drawings and as indicated these Contract Documents. 670-3.2 INSTALLATION. The geogrid shall be installed in accordance with the installation guidelines provided by the manufacturer and as directed by the Engineer. The manufacturer’s installation instructions shall be required as part of the property requirements submittal(s). The subbase shall be placed by “end dumping” onto the geogrid from the edge of the geogrid, or over previously placed subbase aggregate. Construction vehicles shall not be allowed directly on the geogrid. The subbase shall be places such that at least the minimum specified lift thickness shall be between the geogrid and equipment tires or tracks at all times. Sudden braking or sharp turning of vehicles shall not be permitted on the first lift above the geogrid. The Contractor shall alter dumping locations, and truck traffic to the full extent possible to limit repetitive traffic atop the placed subbase. The geogrid may be temporarily secured in place with ties, staples, pins, sand bags, or backfill as required by fill properties. A minimum compacted fill thickness of 8-inches, but not more than 14-inches, is required prior to operation of construction vehicles over the geogrid. All material placed above the initial 8-inches shall be placed and compacted per Technical Specification P-154 Subbase Course. On curves the geogrid must be cut to conform to the curves. The overlap shall be in the direction of construction and held in place by pins, staples, or piles of fill or rock. Folding will not be permitted. Proper replacement of any damaged geogrid shall have a minimum of 3-feet of geogrid beyond the limits of the affected damaged area. The geogrid shall be overlapped a minimum of 2-feet at all longitudinal and transverse joints or the minimum recommended overlap as recommended by the manufacturer, whichever is greater. 670-3.3 INSPECTION. The Owner or Owner’s representative may randomly inspect geogrid before, during and after installation. Any damaged or defective geogrid (i.e. frayed coating, separated junction, separated layers, tears, etc.) shall be repaired / replaced by the Contractor at no additional expense to the Owner.

GEOSYNTHETIC GEOGRID P-670.3

METHOD OF MEASUREMENT 670-4.1 GEOSYNTHETIC GEOGRID. Geosynthetic Geogrid shall be paid for by the square yard complete, in place, and accepted. Measurement shall be the surface area of area covered. No allowances will be given for overlaps or patches as required by these Specifications and / or manufacturer recommendations / requirements. BASIS OF PAYMENT 670-5.1 GEOSYNTHETIC GEOGRID. Payment shall be made at the contract unit price bid per square yard (square meter) for "Geosynthetic Geogrid," which price and payment shall include all required surface preparation; furnishing and placing of the fabric; overlaps; sewing, tying, pinning, etc., if necessary; repairing frayed or damaged geogrid; and for all labor, equipment, and incidentals necessary for placement of the fabric in accordance with these Specifications. Payment will be made under: P-670-5.1 Geosynthetic Geogrid – per square yard (square meter)

TESTING REQUIREMENTS ASTM D 4354 Practice for Sampling of Geosynthetics for Testing ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by Exposure to Light,

Moisture and Heat in an Xenon Arc Type Apparatus ASTM D 4873 Guide for Identification, Storage, and Handling of Geotextiles

ASTM D 6637 Standard Test Method for Determining Tensile Properties of Geogrids by the

Single or Multi-Rib Tensile Method ASTM D 7737 Standard Test Method for Individual Geogrid Junction Strength ASTM D 7748 Standard Test Method for Flexural Rigidity of Geogrids, Geotextiles, and

Related Products GRI GG9 Torsional Behavior of Bidirectional Geogrids When Subjected to In-Plane

Rotation EPA 9090 Test Methods for Determining the Chemical Waste Compatibility of Synthetic

Liners END OF ITEM P-670 F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\P-670rpa.doc (05/2020)

SEEDING T-901.1

ITEM T-901 SEEDING

DESCRIPTION

901-1.1 This item shall consist of soil preparation, seeding the areas shown on the plans, specified in the Proposal, or as directed by the RPR in accordance with these specifications.

MATERIALS

901-2.1 Seed. The species and application rates of grass, legume, and cover-crop seed furnished shall be those stipulated herein. Seed shall conform to the requirements of Federal Specification JJJ-S-181, Federal Specification, Seeds, Agricultural. Seed shall be furnished separately or in mixtures in standard containers labeled in conformance with the Agricultural Marketing Service (AMS) Seed Act and applicable state seed laws with the seed name, lot number, net weight, percentages of purity and of germination and hard seed, and percentage of maximum weed seed content clearly marked for each kind of seed. The Contractor shall furnish the RPR duplicate signed copies of a statement by the vendor certifying that each lot of seed has been tested by a recognized laboratory for seed testing within six (6) months of date of delivery. This statement shall include: name and address of laboratory, date of test, lot number for each kind of seed, and the results of tests as to name, percentages of purity and of germination, and percentage of weed content for each kind of seed furnished, and, in case of a mixture, the proportions of each kind of seed. Wet, moldy, or otherwise damaged seed will be rejected. Seeds shall be applied as follows in areas of wildland grasses:

Seed Properties and Rate of Application

Common Genus / Species Product Rate of PLS Application

lb/acre1 Snake River Wheatgrass Elymus wawawaiensis Secar 4.0 lbs /acre Thickspike Wheatgrass Elymus lanceolatus Critana 3.0 lbs / acre Streambank Wheatgrass Elymus lanceolatus Sodar 4.0 lbs / acre Idaho Fescue Festuca idahoensis Joeseph 5.0 lbs / acre Canby Bluegrass Poa secunda Canbar 1.0 lbs / acre Western Wheatgrass Pascopyrum smithii Rosana 6.0 lbs / acre

1All seed shall be applied by drill seeding unless otherwise accepted by the Engineer / RPR. Broadcast and hydraulically applied seeding will only be permitted in areas inaccessible to drills or impractical to seed by other prescribed methods. If the seed is to be broadcast or hydraulically applied, the quantity of pure live seed must be doubled. 2Seeds shall have been grown no farther south than the southern border of the State of Wyoming. Seeding shall be performed during the period between October 15th and May 15th inclusive, unless otherwise approved by the RPR. Seeds in areas of lawn grasses shall be a mixture suitable for sun and shade. The mixture shall have high resistance to disease, drought, foot traffic tolerance, and be suitable for planting in the local climate. The seed shall be hand broadcast at the manufacturer recommended maximum seeding rate for new seeding. Fertilizer shall be applied per the below, as a separate and distinct operations. All seed and fertilizer shall be hand raked into the soil to provide for proper sowing. 901-2.2 Lime. Not required. 901-2.3 Fertilizer. Fertilizer shall be standard commercial fertilizers supplied separately or in mixtures containing the percentages of total nitrogen, available phosphoric acid, and water-soluble potash. They shall

T-901.2 SEEDING

be applied at the rate and to the depth specified and shall meet the requirements of applicable state laws. They shall be furnished in standard containers with name, weight, and guaranteed analysis of contents clearly marked thereon. No cyanamide compounds or hydrated lime shall be permitted in mixed fertilizers. The fertilizers may be supplied in one of the following forms:

a. A dry, free-flowing fertilizer suitable for application by a common fertilizer spreader;

b. A finely-ground fertilizer soluble in water, suitable for application by power sprayers; or

c. A granular or pellet form suitable for application by blower equipment.

Fertilizers shall be 15-20-10 commercial fertilizer and shall be spread at the rate of 100 pounds per acre. 901-2.4 Soil for repairs. The soil for fill and topsoiling of areas to be repaired shall be at least of equal quality to that which exists in areas adjacent to the area to be repaired. The soil shall be relatively free from large stones, roots, stumps, or other materials that will interfere with subsequent sowing of seed, compacting, and establishing turf, and shall be approved by the RPR before being placed.


901-3.1 Advance preparation and cleanup. After grading of areas has been completed and before applying fertilizer and ground limestone, areas to be seeded shall be raked or otherwise cleared of stones larger than 2 inches (50 mm) in any diameter, sticks, stumps, and other debris that might interfere with sowing of seed, growth of grasses, or subsequent maintenance of grass-covered areas. If any damage by erosion or other causes has occurred after the completion of grading and before beginning the application of fertilizer and ground limestone, the Contractor shall repair such damage include filling gullies, smoothing irregularities, and repairing other incidental damage. An area to be seeded shall be considered a satisfactory seedbed without additional treatment if it has recently been thoroughly loosened and worked to a depth of not less than 5 inches (125 mm) as a result of grading operations and, if immediately prior to seeding, the top 3 inches (75 mm) of soil is loose, friable, reasonably free from large clods, rocks, large roots, or other undesirable matter, and if shaped to the required grade. When the area to be seeded is sparsely sodded, weedy, barren and unworked, or packed and hard, any grass and weeds shall first be cut or otherwise satisfactorily disposed of, and the soil then scarified or otherwise loosened to a depth not less than 5 inches (125 mm). Clods shall be broken and the top 3 inches (75 mm) of soil shall be worked into a satisfactory seedbed by discing, or by use of cultipackers, rollers, drags, harrows, or other appropriate means. 901-3.2 Dry application method.

a. Liming. Not required. b. Fertilizing. Following advance preparations and cleanup fertilizer shall be uniformly spread at the

rate that will provide not less than the minimum quantity stated in paragraph 901-2.3. c. Seeding. Grass seed shall be sown / drill seeded at the rate specified in paragraph 901-2.1

immediately after fertilizing. The fertilizer and seed shall be raked within the depth range stated in the special provisions. Seeds of legumes, either alone or in mixtures, shall be inoculated before mixing or sowing, in accordance with the instructions of the manufacturer of the inoculant. When seeding is required at other than the seasons shown on the plans or in the special provisions, a cover crop shall be sown by the same methods required for grass and legume seeding.

SEEDING T-901.3

d. Rolling. After the seed has been properly covered, the seedbed shall be immediately compacted by means of an approved lawn roller, weighing 40 to 65 pounds per foot (60 to 97 kg per meter) of width for clay soil (or any soil having a tendency to pack), and weighing 150 to 200 pounds per foot (223 to 298 kg per meter) of width for sandy or light soils.

901-3.3 Wet application method.

a. General. The Contractor may elect to apply seed and fertilizer (and lime, if required) by spraying them on the previously prepared seedbed in the form of an aqueous mixture and by using the methods and equipment described herein. The rates of application shall be as specified in the special provisions.

b. Spraying equipment. The spraying equipment shall have a container or water tank equipped with a liquid level gauge calibrated to read in increments not larger than 50 gallons (190 liters) over the entire range of the tank capacity, mounted so as to be visible to the nozzle operator. The container or tank shall also be equipped with a mechanical power-driven agitator capable of keeping all the solids in the mixture in complete suspension at all times until used.

The unit shall also be equipped with a pressure pump capable of delivering 100 gallons (380 liters) per minute at a pressure of 100 lb / sq inches (690 kPa). The pump shall be mounted in a line that will recirculate the mixture through the tank whenever it is not being sprayed from the nozzle. All pump passages and pipe lines shall be capable of providing clearance for 5/8-inch (16 mm) solids. The power unit for the pump and agitator shall have controls mounted so as to be accessible to the nozzle operator. There shall be an indicating pressure gauge connected and mounted immediately at the back of the nozzle. The nozzle pipe shall be mounted on an elevated supporting stand in such a manner that it can be rotated through 360 degrees horizontally and inclined vertically from at least 20 degrees below to at least 60 degrees above the horizontal. There shall be a quick-acting, three-way control valve connecting the recirculating line to the nozzle pipe and mounted so that the nozzle operator can control and regulate the amount of flow of mixture delivered to the nozzle. At least three different types of nozzles shall be supplied so that mixtures may be properly sprayed over distance varying from 20 to 100 feet (6 to 30 m). One shall be a close-range ribbon nozzle, one a medium-range ribbon nozzle, and one a long-range jet nozzle. For case of removal and cleaning, all nozzles shall be connected to the nozzle pipe by means of quick-release couplings. In order to reach areas inaccessible to the regular equipment, an extension hose at least 50 feet (15 m) in length shall be provided to which the nozzles may be connected.

c. Mixtures. Lime, if required, shall be applied separately, in the quantity specified, prior to the

fertilizing and seeding operations. Not more than 220 pounds (100 kg) of lime shall be added to and mixed with each 100 gallons (380 liters) of water. Seed and fertilizer shall be mixed together in the relative proportions specified, but not more than a total of 220 pounds (100 kg) of these combined solids shall be added to and mixed with each 100 gallons (380 liters) of water. All water used shall be obtained from fresh water sources and shall be free from injurious chemicals and other toxic substances harmful to plant life. The Contractor shall identify to the RPR all sources of water at least two (2) weeks prior to use. The RPR may take samples of the water at the source or from the tank at any time and have a laboratory test the samples for chemical and saline content. The Contractor shall not use any water from any source that is disapproved by the RPR following such tests.

T-901.4 SEEDING

All mixtures shall be constantly agitated from the time they are mixed until they are finally applied to the seedbed. All such mixtures shall be used within two (2) hours from the time they were mixed or they shall be wasted and disposed of at approved locations.

d. Spraying. Lime, if required, shall be sprayed only upon previously prepared seedbeds. After the

applied lime mixture has dried, the lime shall be worked into the top 3 inches (75 mm), after which the seedbed shall again be properly graded and dressed to a smooth finish. Mixtures of seed and fertilizer shall only be sprayed upon previously prepared seedbeds on which the lime, if required, shall already have been worked in. The mixtures shall be applied by means of a high-pressure spray that shall always be directed upward into the air so that the mixtures will fall to the ground like rain in a uniform spray. Nozzles or sprays shall never be directed toward the ground in such a manner as might produce erosion or runoff. Particular care shall be exercised to ensure that the application is made uniformly and at the prescribed rate and to guard against misses and overlapped areas. Proper predetermined quantities of the mixture in accordance with specifications shall be used to cover specified sections of known area. Checks on the rate and uniformity of application may be made by observing the degree of wetting of the ground or by distributing test sheets of paper or pans over the area at intervals and observing the quantity of material deposited thereon. On surfaces that are to be mulched as indicated by the plans or designated by the RPR, seed and fertilizer applied by the spray method need not be raked into the soil or rolled. However, on surfaces on which mulch is not to be used, the raking and rolling operations will be required after the soil has dried.

901-3.4 Maintenance of seeded areas. The Contractor shall protect seeded areas against traffic or other use by warning signs or barricades, as approved by the RPR. Surfaces gullied or otherwise damaged following seeding shall be repaired by regrading and reseeding as directed. The Contractor shall mow, water as directed, and otherwise maintain seeded areas in a satisfactory condition until final inspection and acceptance of the work. When either the dry or wet application method outlined above is used for work done out of season, it will be required that the Contractor establish a good stand of grass of uniform color and density to the satisfaction of the RPR. A grass stand shall be considered adequate when bare spots are one square foot (0.01 sq. m) or less, randomly dispersed, and do not exceed 3% of the area seeded.


901-4.1 The quantity of seeding to be paid for shall be the number of units’ acre (sq. m) measured on the ground surface, completed and accepted.

BASIS OF PAYMENT

901-5.1 Payment shall be made at the contract unit price per acre (sq. m) which price and payment shall be full compensation for furnishing and placing all material and for all labor, equipment, tools, and incidentals necessary to complete the work prescribed in this item.

SEEDING T-901.5


Item 901-5.1 Seeding & Fertilizing – per acre (sq. m)


ASTM C602 Standard Specification for Agricultural Liming Materials

Federal Specifications (FED SPEC) FED SPEC JJJ-S-181, Federal Specification, Seeds, Agricultural

Advisory Circulars (AC) AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports

FAA/United States Department of Agriculture Wildlife Hazard Management at Airports, A Manual for Airport Personnel

END OF ITEM T-901 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\T-901.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\T-901.docx (05/2020)

TOPSOIL T-905.1

ITEM T-905 TOPSOIL

DESCRIPTION

905-1.1 This item shall consist of preparing the ground surface for topsoil application, removing topsoil from designated stockpiles or areas to be stripped on the site or from approved sources off the site, and placing and spreading the topsoil on prepared areas in accordance with this specification at the locations shown on the plans or as directed by the RPR.

MATERIALS

905-2.1 Topsoil. Topsoil shall be the surface layer of soil with no admixture of refuse or any material toxic to plant growth, and it shall be reasonably free from subsoil and stumps, roots, brush, stones (2 inches (50 mm) or more in diameter), and clay lumps or similar objects. Brush and other vegetation that will not be incorporated with the soil during handling operations shall be cut and removed. Ordinary sod and herbaceous growth such as grass and weeds are not to be removed but shall be thoroughly broken up and intermixed with the soil during handling operations. Heavy sod or other cover, which cannot be incorporated into the topsoil by discing or other means, shall be removed. The topsoil or soil mixture, unless otherwise specified or approved, shall have a pH range of approximately 5.5 pH to 7.6 pH, when tested in accordance with the methods of testing of the Association of Official Agricultural Chemists in effect on the date of invitation of bids. The organic content shall be not less than 3% nor more than 20% as determined by the wet-combustion method (chromic acid reduction). There shall be not less than 20% nor more than 80% of the material passing the 200 mesh (75 µm) sieve as determined by the wash test in accordance with ASTM C117. Natural topsoil may be amended by the Contractor with approved materials and methods to meet the above specifications. 905-2.2 Inspection and tests. Within 10 days following acceptance of the bid, the RPR shall be notified of the source of topsoil to be furnished by the Contractor. The topsoil shall be inspected to determine if the selected soil meets the requirements specified and to determine the depth to which stripping will be permitted. At this time, the Contractor may be required to take representative soil samples from several locations within the area under consideration and to the proposed stripping depths, for testing purposes as specified in paragraph 905-2.1.


905-3.1 General. Areas to be topsoiled shall be shown on the plans. If topsoil is available on the site, the location of the stockpiles or areas to be stripped of topsoil and the stripping depths shall be shown on the plans. Suitable equipment necessary for proper preparation and treatment of the ground surface, stripping of topsoil, and for the handling and placing of all required materials shall be on hand, in good condition, and approved by the RPR before the various operations are started. 905-3.2 Preparing the ground surface. Immediately prior to dumping and spreading the topsoil on any area, the surface shall be loosened by discs or spike-tooth harrows, or by other means approved by the RPR, to a minimum depth of 2 inches (50 mm) to facilitate bonding of the topsoil to the covered subgrade soil. The surface of the area to be topsoiled shall be cleared of all stones larger than 2 inches (50 mm) in any diameter and all litter or other material which may be detrimental to proper bonding, the rise of capillary moisture, or the proper growth of the desired planting. Limited areas, as shown on the plans, which are too compact to respond to these operations shall receive special scarification.

T-905.2 TOPSOIL

Grades on the area to be topsoiled, which have been established by others as shown on the plans, shall be maintained in a true and even condition. Where grades have not been established, the areas shall be smooth-graded and the surface left at the prescribed grades in an even and compacted condition to prevent the formation of low places or pockets where water will stand. 905-3.3 Obtaining topsoil. Prior to the stripping of topsoil from designated areas, any vegetation, briars, stumps and large roots, rubbish or stones found on such areas, which may interfere with subsequent operations, shall be removed using methods approved by the RPR. Heavy sod or other cover, which cannot be incorporated into the topsoil by discing or other means shall be removed. When suitable topsoil is available on the site, the Contractor shall remove this material from the designated areas and to the depth as directed by the RPR. The topsoil shall be spread on areas already tilled and smooth-graded or stockpiled in areas approved by the RPR. Any topsoil stockpiled by the Contractor shall be rehandled and placed without additional compensation. Any topsoil that has been stockpiled on the site by others, and is required for topsoil purposes, shall be removed and placed by the Contractor. The sites of all stockpiles and areas adjacent thereto which have been disturbed by the Contractor shall be graded if required and put into a condition acceptable for seeding. When suitable topsoil is secured off the airport site, the Contractor shall locate and obtain the supply, subject to the approval of the RPR. The Contractor shall notify the RPR sufficiently in advance of operations in order that necessary measurements and tests can be made. The Contractor shall remove the topsoil from approved areas and to the depth as directed. The topsoil shall be hauled to the site of the work and placed for spreading or spread as required. Any topsoil hauled to the site of the work and stockpiled shall be rehandled and placed without additional compensation. 905-3.4 Placing topsoil. The topsoil shall be evenly spread on the prepared areas to a uniform depth of 2 inches (50 mm) after compaction, unless otherwise shown on the plans or stated in the special provisions. Spreading shall not be done when the ground or topsoil is frozen, excessively wet, or otherwise in a condition detrimental to the work. Spreading shall be carried on so that turfing operations can proceed with a minimum of soil preparation or tilling. After spreading, any large, stiff clods and hard lumps shall be broken with a pulverizer or by other effective means, and all stones or rocks (2 inches (50 mm) or more in diameter), roots, litter, or any foreign matter shall be raked up and disposed of by the Contractor. after spreading is completed, the topsoil shall be satisfactorily compacted by rolling with a cultipacker or by other means approved by the RPR. The compacted topsoil surface shall conform to the required lines, grades, and cross-sections. Any topsoil or other dirt falling upon pavements as a result of hauling or handling of topsoil shall be promptly removed.


905-4.1 Topsoil obtained on the site shall be measured by the number of cubic yards (cubic meters) of topsoil measured in its original position and stripped or excavated. Topsoil stockpiled by others and removed for topsoil by the Contractor shall be measured by the number of cubic yards (cubic meters) of topsoil measured in the stockpile. Topsoil shall be measured by volume in cubic yards (cubic meters) computed by the method of end areas. 905-4.2 Topsoil obtained off the site shall be measured by the number of cubic yards (cubic meters) of topsoil measured in its original position and stripped or excavated. Topsoil shall be measured by volume in cubic yards (meters) computed by the method of end areas.

TOPSOIL T-905.3

BASIS OF PAYMENT

905-5.1 Payment will be made at the contract unit price per cubic yard (cubic meter) for topsoil (obtained on the site). This price shall be full compensation for furnishing all materials and for all preparation, placing, and spreading of the materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. 905-5.2 Payment will be made at the contract unit price per cubic yard (cubic meter) for topsoil (obtained off the site). This price shall be full compensation for furnishing all materials and for all preparation, placing, and spreading of the materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item T-905-5.1 Topsoil (Obtained on Site or Removed from Stockpile – per cubic yard (cubic meter)

Item T-905-5.2 Topsoil (Furnished from Off the Site) – per cubic yard (cubic meter)

REFERENCES


ASTM C117 Materials Finer than 75 m (No. 200) Sieve in Mineral Aggregates by Washing


AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports


END OF ITEM T-905

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MULCHING T-908.1

ITEM T-908 MULCHING

DESCRIPTION

908-1.1 This item shall consist of furnishing, hauling, placing, and securing mulch on surfaces indicated on the plans or designated by the RPR.

MATERIALS

908-2.1 Mulch material. Acceptable mulch shall be the materials listed below or any approved locally available material that is similar to those specified. Mulch shall be free from noxious weeds, mold, and other deleterious materials. Mulch materials, which contain matured seed of species that would volunteer and be detrimental to the proposed overseeding, or to surrounding farm land, will not be acceptable. Mulch material which is fresh and/or excessively brittle, or which is in such an advanced stage of decomposition as to smother or retard the planted grass, will not be acceptable.

a. Manufactured mulch. Wood-fiber mulch (no paper) with tackifier shall be products commercially available for use in spray applications.

908-2.2 Inspection. The RPR shall be notified of sources and quantities of mulch materials available and the Contractor shall furnish him with representative samples of the materials to be used 30 days before delivery to the project. These samples may be used as standards with the approval of the RPR and any materials brought on the site that do not meet these standards shall be rejected.

CONSTRUCTION METHODS 908-3.1 Mulching. Before spreading mulch, all large clods, stumps, stones, brush, roots, and other foreign material shall be removed from the area to be mulched. Mulch shall be hydraulically applied immediately after seeding (not more than 24-hours following seeding), in all areas specified within the Construction Plans. All mulch shall be hydraulically applied, with seed and mulch being applied in separate and distinct operations. Mulch material shall be furnished, hauled, and evenly applied on the area shown on the plans or designated by the RPR. Mulch shall be applied at 2,000 pounds per acre, with tackifier applied at the manufacturers recommended rate. 908-3.2 Securing mulch. Where mulches have been secured by use of tackifier methods, it will not be permissible to walk on the slopes after the binder has been applied. When an application of asphalt binder material is used to secure the mulch, the Contractor must take every precaution to guard against damaging or disfiguring structures or property on or adjacent to the areas worked and will be held responsible for any such damage resulting from the operation. 908-3.3 Care and repair.

a. The Contractor shall care for the mulched areas until final acceptance of the project. Care shall consist of providing protection against traffic or other use by placing warning signs, as approved by the RPR, and erecting any barricades that may be shown on the plans before or immediately after mulching has been completed on the designated areas.

b. The Contractor shall be required to repair or replace any mulch that is defective or becomes damaged until the project is finally accepted. When, in the judgment of the RPR, such defects or

T-908.2 MULCHING

damages are the result of poor workmanship or failure to meet the requirements of the specifications, the cost of the necessary repairs or replacement shall be borne by the Contractor.


908-4.1 Mulching shall be measured in acres (square meters) on the basis of the actual surface area acceptably mulched.

BASIS OF PAYMENT

908-5.1 Payment will be made at the contract unit price per acre (square meter) for mulching. The price shall be full compensation for furnishing all materials and for placing and anchoring the materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under:

Item T-908-5.1 Mulching – per acre (square meter)

REFERENCES


ASTM D977 Standard Specification for Emulsified Asphalt

Advisory Circulars (AC) AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports


END OF ITEM T-908 F:\airports\ADMIN\TECHSPECS\AC150-5370-10H\T-908.docx (12/21/2018) F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Tech.Specs\T-908.docx (05/2020)

Section 02221

TRENCH EXCAVATION AND BACKFILL Page 1 of 14

SECTION 02221

TRENCH EXCAVATION AND BACKFILL PART 1: GENERAL 1.1 DESCRIPTION

A. This section covers excavation, trenching and backfilling for pipelines, valves, fittings, manholes, and other appurtenances, complete. This item shall consist of all necessary clearing, grubbing and site preparation; removal of all material of whatever description that may be encountered; removal and disposal of debris; handling and storage of materials to be used for fill and backfill; all necessary bracing, shoring and protection; construction dewatering, as necessary; all bedding, backfill, subgrade preparation and final grading, dressing and cleanup of the site.

1.2 SUBMITTALS

A. The following submittals for construction shall be made in accordance with the project submittal requirements as described in the Supplementary Conditions. 1. Type 1 Bedding material gradation and proctor. 2. Type 2 Bedding material gradation. 3. Backfill material proctor(s). 4. Manufacturer=s Catalog Cuts for Pipe Warning Tape. 5. Manufacturer=s Catalog Cuts for Locating Wire.

1.3 EXISTING UTILITIES AND PRIVATE PROPERTY

A. Notification. The Contractor shall contact, in writing, all public and private utility companies that may have utilities that may be encountered during excavation. The notification shall include the following information: 1. The nature of the work that the Contractor will be performing. 2. The time, date and location that the Contractor will be performing work that

may conflict with the utility. 3. The nature of work that the utility will be required to perform such as

moving a power pole, supporting a pole or underground cable, etc. 4. Requests for field location and identification of utilities. 5. A copy of the letter of notification shall be provided to the Engineer. During

the course of construction, the Contractor shall keep the utility companies notified of any change in schedule or nature of work that differs from the original notification.

B. Identification. All utilities that may conflict with the work shall be the Contractor's

Section 02221


responsibility to locate before any excavation is performed. Field markings provided by the utilities shall be preserved by the Contractor until actual excavation commences. All utility locations on the Drawings should be considered approximate and should be verified in the field by the Contractor. The Contractor shall also be responsible for locating all utilities that are not located on the Drawings.

C. Removal or Relocation of Utilities. This section applies to electric power, gas,

communication and television utilities. Whenever there is a direct conflict between the work being performed and the utility, the Contractor shall be responsible to remove, relocate or temporarily support the utility during the course of construction. Any charges by the utility for removing, relocation or temporarily supporting the utility shall be paid for by the Contractor.

D. City Utilities. Water, sewer, storm drainage, street lighting and other utilities

owned and operated by the City (Owner) shall, unless otherwise specifically directed, be removed, relocated, supported or adjusted as required by the Contractor at the Contractor's expense. All such work shall be in accordance with these Specifications, or the Owner's Standard Specifications or written instructions when the work involved is not covered by these Specifications.

E. Other Utilities. Utilities owned and operated by private individuals, railroads,

school districts, associations, or other entities not covered in sections above shall, unless otherwise specifically directed, be removed, relocated, supported or adjusted as required by the Contractor at the Contractor's expense. All work shall be in accordance with the utility owner's directions, or by methods recognized as being the standard of the industry when directions are not given by the owner of the utility.

F. Damage to Utilities and Private Property. The Contractor shall protect all utilities

and private property and shall be solely responsible for any damage resulting from his construction activities. The Contractor shall hold the Owner and Engineer harmless from all actions resulting from his failure to properly protect utilities and private property. All damage to utilities shall be repaired at the Contractor's expense to the full satisfaction of the owner of the damaged utility or property. The Contractor shall provide the Engineer with a letter from the owner of the damaged utility or property stating that it has been repaired to the Owner's full satisfaction.

G. Water Mains and Services. All water mains and services exposed during

construction shall be adequately supported and protected from freezing at all times. Sections of water mains shall not be valved off without first giving the Owner sufficient notification and receiving authorization from the Owner. Unless otherwise permitted in writing by the Owner, water mains and services shall not be shut off for more than 3 hours. All recipients of water service shall be notified in advance of any interruption of service. 1. Whenever a water main or service is damaged as a result of the Contractor's

operations, the Contractor shall take immediate steps to repair the damage

Section 02221


and disinfect all water mains and services contaminated as a result of the damage.

2. Existing water services from the mains to private property which interferes with trenching operations may be cut and replaced at the Contractor's option and expense provided the requirements for notification, length of interruption, and disinfection specified above are adhered to.

3. If construction requires the services to water customers to be shut down for more than 3 hours, the Contractor shall be required to provide temporary water service.

1.4 NATURE OF THE WORK

A. As described in the General Conditions, it is mutually understood that the Contractor has conducted all field investigations necessary to satisfy himself of all soil conditions, construction constraints, requirements of the Drawings and Specifications, and all other aspects of the work prior to submitting his bid for the work. It is further understood and agreed that the Contractor has included in his bid price the cost of all labor, tools, materials, equipment and incidentals necessary to perform the work in the manner required by the Drawings and Specifications.

1.5 CLASSIFICATION OF EXCAVATION

A. General. Trench excavation will be considered unclassified. There will be no distinction between common and rock excavation, wet or dry excavation, or open or supported excavation except as hereinafter provided. Excavation shall include the removal and subsequent handling of all earth, gravel, rock, or other material encountered, regardless of the type, character, composition or condition of the material.

B. Type 3 Trench Excavation. All trench excavation performed shall be considered

as Type 3 and shall consist of shored excavation as field conditions warrant. The Contractor shall determine which method of shoring is necessary to complete the work in accordance with the Drawings and Specifications and is reminded that he is subject to OSHA requirements governing work of this nature.

C. Exploratory Excavation. Excavation performed for the purpose of locating and

identifying underground utilities, structures or other facilities where called out on the Drawings shall be considered Exploratory Excavation. Exploratory Excavation shall be performed only with prior approval from the Engineer and the utility involved. Any excavation to locate underground utilities in the trench path shall be considered incidental to trenching operations.

1.6 CLASSIFICATION OF BACKFILL

A. Type 1 Pipe Bedding material includes the material placed 6-inches below, around, and to 6-inches above pipelines for plastic pipe materials, or 6-inches below to the

Section 02221


pipe springline for iron, steel and concrete pipe materials. B. Select Type 1 Pipe Bedding includes the material placed from the springline of iron,

steel or concrete pipe to 6-inches above the pipe. Select Type 1 Pipe Bedding shall not be used with plastic pipe materials.

C. Type 2 Pipe Bedding shall be used to replace soft, spongy, or other unstable

material encountered in the trench bottom to the depth necessary to support the pipe.

D. Type A Backfill refers to compacted backfill in streets, paved areas, or other areas

designated on the Drawings to receive Type A Backfill. 1. All backfill within right-of-ways shall be Type A or Flowable Fill as

indicated on the Drawings.

E. Type B Backfill is designated for fields, borrow pits, or other unsurfaced areas where special compaction is not required as designated on the Drawings.

F. Flowable fill is designated for areas indicated on the Drawings. These areas include

critical roadway crossings and areas with intersecting utilities that are difficult to properly compact.

PART 2: MATERIALS 2.1 GENERAL

A. Materials for trench excavation consist of Type 1 Pipe Bedding, Type 2 Bedding, and backfill material.

2.2 TYPE 1 PIPE BEDDING

A. Type 1 Pipe Bedding material shall consist of sand, sandy gravel or gravel having a maximum 3/4-inch size with 100% passing the 1-inch sieve. The material shall have a maximum plasticity index of 6 as determined by ASTM D4318 or AASHTO T89 and T90.

B. The Contractor shall determine and use the type of bedding material, within the

limits specified, that will provide a stable foundation for the trench conditions encountered.

C. Bedding material shall be free of loam, clay, excess fines, and deleterious materials. D. Where trench excavation encounters wet or unstable material, Type 1 Pipe Bedding

must be free draining and non-plastic.

Section 02221


2.3 SELECT TYPE 1 PIPE BEDDING

A. Select Type 1 Pipe Bedding material shall consist of soil, sand or fine gravel, free from clods, lumps or frozen material, or rock exceeding 1½ inches in its greatest dimension. The material shall have a maximum plasticity index of 6 as determined by ASTM D4318 or AASHTO T89 and T90.

B. Excavated trench material may be screened or stored for us as Select Type 1 Pipe

Bedding subject to approval of the Engineer. C. Where trench excavation encounters wet or unstable material, Select Type 1 Pipe

Bedding must be free draining and non-plastic.

2.4 TYPE 2 PIPE BEDDING

A. Type 2 Pipe Bedding shall be used as directed by the Engineer to replace unsuitable

material encountered in the trench bottom. B. Place Type 2 Pipe Bedding from the bottom of the Type 1 Pipe Bedding material

down to a depth required to adequately support the pipe or appurtenance. C. Type 2 Pipe Bedding shall be free of loam, clay, excess fines, and deleterious

materials and shall consist of granular material meeting the following gradation: Sieve Opening % Passing 3 Inch 100 No. 4 0-25 No. 8 0-10

2.5 SEPARATION GEOTEXTILE

A. The plans may require, or the Engineer may direct, the use of a non-woven geotextile fabric intended to provide materials separation. The fabric will wrap all or part of the Type 1 Pipe Bedding to prevent materials migrating into the trench bottom and trench walls as shown on the plans or as directed by the Engineer. The fabric shall be AASHTO M288 Class 1, 2 or 3 as specified or determined by the Engineer and shall fully comply with Montana Public Works Standard Specifications Section 02110.

2.6 BACKFILL MATERIAL

A. Materials from Trench Excavation

1. Backfill material obtained from trench excavation must be free of cinders,

Section 02221


ash, refuse, organic or frozen material, boulders, or other deleterious materials that will prevent proper placement and compaction. Backfill material shall be free from rocks greater than 6 inches in diameter. Material within 6 inches of finish grade or the subgrade shall be free from rocks larger than 2 inches in diameter. Backfill materials and placement are further described in the Execution section of this specification.

B. Imported Backfill Material

2. Imported backfill material is from borrow source(s) outside the project limits and is used when, in the opinion of the Engineer, an adequate volume of suitable backfill material is not available within the project limits. Imported backfill material must comply with the requirements of the “Materials from Trench Excavation” above.

2.7 FLOWABLE FILL

A. Flowable fill shall meet the requirements of Section 02225, Flowable Fill. 2.8 PIPE WARNING TAPE

A. Pipe warning tape shall be installed above all new buried piping. Color shall be in conformance with the APWA/ULCC Color Code. Warning tape shall be 3 inches in width and shall be buried no more than 18 inches below finished surface grade unless specified otherwise.

2.9 TRACER WIRE

A. Tracer wire should be taped to the top of all buried water main piping and brought up to ground surface at all fire hydrants. In the absence of hydrants, tracer wire shall be brought up to ground surface on the outside of valve boxes. Wire should terminate inside the valve box (i.e. drill a hole through valve box wall near top of box) and be secured to the inside wall of the valve box no more than 6” below top of valve box. Tracer wire inside of valve boxes shall be installed as to not interfere with valve wrench operation.

B. Tracer wire shall be #12 TW direct-bury solid copper wire with cross-linked

polyethylene insulation. C. Wire splices (at tees, crosses, laterals, etc.) shall be accomplished using a direct-

bury, silicone-filled capsule tube with standard wire nut or silicone-filled wire nut connectors of the appropriate size.

PART 3: EXECUTION 3.1 GENERAL

Section 02221


A. All utilities in the area of the work shall be identified and located before excavation

starts.

B. All equipment, materials, labor and tools necessary for the excavation, dewatering, trench support, bedding, backfill, compaction and other specified elements of the work shall be on site and operable before excavation starts. Once excavation has started, the various elements of work shall be continued without interruption until the backfill has been completed.

C. All backfill and compaction shall be completed in all trenching and structural

excavations within a maximum distance of 400-feet behind the end of the newly installed pipe. The maximum distance between the newly installed pipe and the excavator shall be 100-feet. For each work group consisting of a trench excavator, a pipe laying crew, and a backfilling and compacting crew, the maximum allowable open trench shall be 500-feet. Base Course shall be completed within a maximum allowable distance of 600-feet from the excavator.

D. Maintenance of Flows. Adequate provisions shall be made for maintaining the flow

of sewers, water mains, drains and watercourses encountered during construction. Culverts, ditches, fences, crosswalks and structures which are disturbed by this construction shall be satisfactorily restored to their original condition upon completion of the work.

E. Structures. The Contractor shall exercise every precaution to prevent damage to

existing buildings or structures in the vicinity of his work. In the event of such damages, he shall repair them to the satisfaction of the owner of the damaged structure and at the Contractor's expense.

F. Overhead Utilities. The Contractor shall use extreme caution to avoid a conflict,

contact with, or damage to overhead utilities such as power lines, street lights, telephone lines, television lines, poles or other appurtenances during the course of construction of this project. Any damage to overhead utilities shall be immediately repaired at the Contractor=s expense.

G. Buried Gas Lines. The Contractor shall provide some means of overhead support

for buried gas lines exposed during trenching to prevent rupture in case of trench caving.

H. Pavement Removal. Where trench excavation or structure excavation requires the

removal of curb and gutter, concrete sidewalks, or asphaltic or concrete pavement, the pavement or concrete shall be cut in a straight line parallel to the edge of the excavation by use of a spade-bitted air hammer, concrete saw, colter wheel, or similar approved equipment to obtain a straight, square, clean break. Pavement cuts shall be 2 feet wider than the actual trench opening as indicated in the

Section 02221


Drawings.

I. Survey Markers and Monuments. The Contractor shall use every care and precaution to protect and not disturb survey markers or monuments such as those that might be located at lot or block corners, property pins, the intersection of street monuments or addition line demarcations. No monuments shall be disturbed without prior approval of the Owner and Engineer. Any survey marker or monument that is disturbed or destroyed by the Contractor without approval during the construction of this project shall be replaced at no cost to the Owner by a licensed land surveyor.

J. Traffic Control & Warning Devices. The Contractor shall construct the Project in

such a manner as to minimize the interruption of the use of roads, highways or streets involved and shall provide for emergency runs and fire hydrant access at all times. Access to any building or facility shall not be blocked for more than 8 consecutive hours or as otherwise noted on the Drawings. 1. The Contractor is responsible for providing adequate barricades of high

visibility design, flares, lanterns, signs, flagmen and pre-warning devices to alert the public, motorists and pedestrians of hazardous conditions in accordance with the latest issue of the Manual on Uniform Traffic Control Devices for Streets and Highways, published by the Department of Trans-portation.

2. The Contractor shall formulate a traffic control plan for all work on Montana Department of Transportation's right-of-ways, and City and County roads. The Contractor shall submit the traffic control plan to the Engineer for approval by the Engineer and the Montana Department of Transportation. The Contractor shall not begin work in Montana Department of Transportation's right-of-ways until the traffic control plan has been approved by the Engineer and the Montana Department of Transportation.

K. Any spoils left after the trench has been properly backfilled shall be properly

disposed of at no additional expense to the Owner. 3.2 EXCAVATION

A. Stripping. When crossing gravel streets or other developed surfaces, except paved surfaces, the Contractor shall strip the cover material to the full depth of the existing surfacing. This surfacing shall be stockpiled and placed back over the trench after backfilling to the extent that it is acceptable and usable for that purpose. Topsoil shall be removed to full depth of the topsoil, stockpiled, and replaced after backfilling has been completed. 1. All established lawn areas cut by the trench or damaged during the course

of the work shall be resodded to the complete satisfaction of the property

Section 02221


owner. All other areas cut by the trench or damaged during the course of the work shall be topsoiled, seeded and fertilized.

B. During excavation, materials suitable for backfilling shall be piled in an orderly

manner a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or cave-ins. Excavated material shall be piled on one side of the trench only to permit ready access to existing fire hydrants, valves, manholes, and other appurtenances. Surface drainage of adjoining areas shall be unobstructed.

C. All excavated materials not required or not suitable for backfill shall be removed

from the site and wasted in an area approved by the Engineer.

D. The bottom of the trenches shall be accurately graded to the line and grade shown on the Drawings. Bedding material shall provide uniform bearing and support for each section of the pipe at every point along its entire length. Bell holes and depres-sions for joints shall be dug after the trench bedding has been graded, and shall be only of such length, depth and width as required for properly making the particular type joint. Unauthorized overdepths shall be backfilled with bedding material at the Contractor's expense.

E. Portable trench boxes or sliding trench shields may be used in lieu of a shoring

system provided they are designed, constructed and maintained in a manner which will provide protection equal to or greater than the sheeting or shoring required for the trench.

F. Blasting. Blasting for excavation will be permitted only after securing the approval

of the Engineer, and the hours of blasting will be fixed by the Engineer. The Contractor shall use utmost care to protect life and property. All explosives shall be stored in compliance with local laws and ordinances, and all such storage places shall be clearly marked "Dangerous Explosives." No explosives shall be left unprotected where they could endanger persons or property. 1. When blasting rock in trenches, the Contractor shall cover the area to be

shot with earth backfill or approved blasting mats that will prevent the scattering of rock fragments outside the excavation. Prior to blasting, the Contractor shall station men and provide signals of danger in suitable places to warn people and stop vehicles. The Contractor will be responsible for all damage to property and injury to persons resulting from blasting or accidental explosions that may occur in connection with his use of explosives.

2. The Contractor shall furnish the following information to the Owner and Engineer prior to commencing blasting operations: name of his powder man, powder man's experience, type of shot, type of explosives and detonator being used, proof of insurance covering liability for such operation, traffic control plans and planned procedures for protecting the public.

Section 02221


3. The Contractor's blasting procedures shall conform to federal, state and local ordinances. The Contractor shall acquire all required permits prior to the start of blasting.

G. All existing pipe, valves, fittings and appurtenances in the trench shall be removed

and disposed of properly, or salvaged and delivered to the Owners pipe yard if requested by the Owner.

H. Trench Width. The width of the trench shall be such to provide adequate working

room for men to install and join the pipe in the specified manner. The width of that portion of the trench (a) from the existing ground surface to the bottom of the trench for shored, sheeted or braced excavation, or (b) from the bottom of the trench to a maximum of 5-feet above the bottom of the trench for unshored excavation, shall be as follows: 1. A minimum of 3-feet 6-inches for pipe sized 12-inches and under. 2. A minimum of 2-feet 6-inches plus the outside diameter for pipe sizes

greater than 12-inches.

I. Trench Depth. Trench depth shall be as required for the invert grade or pipe bury shown on the Drawings or specified elsewhere, plus an additional 6-inches below the pipe for Type 1 Pipe Bedding. Care shall be taken not to excavate below the required depth. 1. When soft of unstable material is encountered at the subgrade which will

not uniformly support the pipe, such material shall be excavated to an additional depth as determined necessary by the contractor and backfilled with Type 2 Pipe Bedding.

J. Equipment. The use of trench digging machinery will be permitted except in places

where its operation will cause damage to existing structures or features; in which case hand methods shall be employed.

1. Any equipment operating on tracks which is to be used on pavement shall

be equipped with suitable pads to prevent damage to the pavement. All pavement damaged during construction by the Contractor's equipment shall be restored to its original condition by the Contractor. No compensation will be allowed for pavement replacement other than as specified elsewhere.

K. Dewatering. Where groundwater is encountered in excavation, it shall be removed

to avoid interfering with pipe laying and other construction operations. The cost of dewatering operations will be considered incidental to the work item being installed.

L. Excavation for Appurtenances. Excavations for manholes, hydrants, structures and

Section 02221


other appurtenances shall be sufficient to leave 12-inches minimum and 24-inches maximum clearance on all sides. The depth, provisions for removing water and other applicable portions of these specifications shall apply to excavation for appurtenances.

3.3 BEDDING

A. Type 2 Bedding shall be used whenever the condition of the trench bottom prohibits the pipe from being installed to the lines and grades, and in the manner specified for the pipe installation. The Contractor shall determine when and to what extent Type 2 Bedding is required. Failure to utilize Type 2 Bedding will not relieve the Contractor of his responsibility to meet the requirements for the pipe installation.

B. Type 1 Bedding material under and around the pipe shall be placed by hand in

maximum layers of 6-inches and thoroughly compacted by tamping. When moisture conditions prevent adequate compaction, a more granular bedding material with no fines shall be used at no additional cost to the Owner. Special care shall be taken to assure complete compaction under the haunches of the pipe. Backfill material shall be placed in the trench for its full width on each side simultaneously. Compaction of Type 1 Pipe Bedding shall be not less than 95 percent of the maximum density as determined by ASTM D698-91. 1. Water settling of this portion of the trench will not be allowed, and the

addition of water shall be limited to that required for optimum moisture for maximum compaction of the material.

2. Failure of the Contractor to provide adequate dewatering equipment and methods will not relieve him of his responsibility to compact the bedding material as specified.

3.4 TRENCH BACKFILL

A. General. After the select pipe bedding material has been placed and compacted as specified above, the remainder of the trench backfilling shall be done. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders or other unsuitable materials. From 1-foot above the top of the pipe to 6-inches below the ground surface, or to the subgrade elevation for streets or paved surfaced, material containing stones up to 12-inches in the greatest dimension may be used. 1. Trench backfill from the top of the pipe bedding material to ground surface

or to the subgrade of street surfacing is separated into two classifications. Type A Trench Backfill refers to compacted backfill in streets, Montana Department of Transportation right-of-ways, and paved areas. Type B Backfill is designated for fields, borrow pits, or other unsurfaced areas where special compaction of the trench backfill is not indicated. Locations of the types of backfill required shall be as shown on the Drawings.

Section 02221


2. Backfill material shall be placed and compacted in such a manner as not to disturb the alignment of the pipe or appurtenances.

B. Type A Trench Backfill. Type A backfill shall be carefully deposited in 6" layers

suitable to the equipment used for compaction, wetted to within 3% of optimum moisture content, and compacted to at least 95% of maximum density, as determined by ASTM D 698-91. 1. Compaction by flooding will not be permitted. Wherever the trenches have

not been properly filled, or if settlement occurs, they shall be reopened to the depth required for proper compaction and refilled and re-compacted.

2. The Contractor shall provide excavation equipment to dig compaction test holes through each layer of backfill at 300-foot intervals where the layers exceed 6-inches in depth. Should the test fail, the deficiencies shall be corrected by the Contractor at his expense.

3. For graveled streets, the backfill shall be completed by blading the stripped gravel back over the trench.

C. Type B Trench Backfill. Materials used for Type B Trench Backfill shall be placed

in layers and compacted by wheel rolling to achieve a density approximately equal to the density of the existing soil. Type B trench backfill shall be within 3% of optimum moisture content as determined by ASTM D 698-91. 1. The Contractor shall mound excess earth over the top of the trench so a

depression will not be formed after the trench settles. In cultivated areas, the stripped topsoil shall be placed uniformly over the backfilled trench. The topsoil shall not be compacted, but shall be graded to provide a smooth surface conforming to the adjoining ground surfaces.

D. Flowable Fill. Materials used for flowable fill shall be deposited in 18-inch layers.

Each layer shall be thoroughly worked to insure all voids have been filled. Extra care shall be taken around utilities to insure they are not damaged, and no air pockets are left around them.

E. Backfilling for Appurtenances. Backfill around appurtenances shall be deposited

in such a manner as not to disturb the appurtenance from its proper alignment, and compacted to the finished grade. Backfill material, compaction and backfill procedures shall conform to the requirements of the related Type. Backfill under appurtenances and pipelines crossing trenches shall be compacted to 95 percent of maximum density per ASTM D 698-91.

F. Backfill Above Original Ground for Minimum Cover Requirements. Where shown

on the Drawings, the Contractor shall provide embankment over the pipe above the original ground surface to a height which will satisfy the minimum depth of cover requirements. Such embankment shall be constructed to the cross section shown on the Drawings. No additional compensation will be paid for embankment unless shown as a specific item on the proposal.

Section 02221


G. Trench Maintenance. The Contractor shall, for a period of one year after

completion and final acceptance of the work, maintain and repair any trench settlement which may occur and shall make suitable repairs to any pavement, sidewalks or other structures which may become damaged as a result of backfill settlement. 1. If the Contractor elects to perform such maintenance and repairs by

subcontract with the Owner or with others, he shall furnish the Owner and the Engineer with a copy of such subcontract or authorization as evidence of his faithful intention to perform such work.

2. In any case, the Contractor shall furnish a written statement of the method of maintenance he proposes to use. Final acceptance and payment will not be made without such statement.

3.5 EXPLORATORY EXCAVATIOIN

A. When authorized by the Engineer, the Contractor shall provide a backhoe with an experienced operator and a laborer to excavate and backfill for determination of grade and/or the exact location of buried utilities. The rated size of the backhoe shall be a minimum of 1/2 cubic yard based upon manufacturer's rated capacity of the unit. The Contractor shall be responsible for exercising the required care to avoid damaging the utility and any damage to the utility from this operation shall be repaired by the Contractor at his own expense. Compaction requirements following exploratory excavation shall meet those specified above for trench excavation.

3.6 CLEANUP

A. As work progresses, that portion of the work completed shall be cleared of debris and brought to the finished grade. Upon completion of the work, the entire site shall be cleared of all debris and ground surfaces shall be finished to smooth, uniform slopes and shall present a neat and workmanlike appearance. All rocks brought to ground surface by excavation or backfilling operations shall be removed. All excess excavation shall be removed and disposed of in a manner approved by the Engineer.

3.7 TESTING

A. The following tests will be performed by the Engineer for work covered by this section: 1. Compaction at various levels of backfill.

B. Should any test fail to meet the specifications, the Contractor shall pay for all retests

conducted by the Engineer, or the Contractor is required to have a certified testing

Section 02221


laboratory conduct retests at the Contractor's expense. C. The Contractor shall provide and pay for certified laboratory tests for the following:

1. Type 1 and Type 2 Bedding gradation tests and Proctors. 2. Proctors for each type of backfill material encountered. 3. Compaction Testing to ensure compliance with the minimum requirements

as set forth in these documents. 3.8 PIPE WARNING TAPE

A. Pipe warning tape shall be installed 18 inches below finished grade with the centerline of the tape above the centerline of the pipe.

3.9 LOCATING WIRE

A. Locating wire shall be installed with all pipe (including services) and secured to the pipe with duct tape at 20'-0" maximum increments. The tape shall be brought to the surface at each valve box (taped at the bottom and at the top of the box).

END OF SECTION 02221

Section 02515 – 6th

Edition

PORTLAND CEMENT CONCRETE PAVEMENT

Page 1 of 26

SECTION 02515


PART 1: General

1.1 DESCRIPTION

A. This work is constructing Portland cement concrete pavement to the lines, grades,

thicknesses, and cross sections on the plans on a prepared subgrade or base course.

1.2 REFERENCES

ASTM C-143 Slump of Hydraulic Cement Concrete

ASTM C-231 Air Content of Freshly Mixed Concrete

ASTM C-138 Density(Unit Weight), Yield, and Air Content(Gravimetric) of

Concrete

ASTM C-39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C-78 Flexural Strength of Concrete

ASTM C-150 Standard Specification for Portland Cement

ASTM C-595 Standard Specification for Blended Hydraulic Cements

ASTM C-157 Standard Performance Specification for Hydraulic Cement

ASTM C-33 Standard Specification for Concrete Aggregates

ASTM C-94 Standard Specification for Ready-Mixed Concrete

AASHTO M 85 Standard Specification for Portland Cement

AASHTO M 183 Standard Specification for Structural Steel

AASHTO M 157 Standard Specification for Ready-Mixed Concrete

AASHTO M 213 Standard Specification for Preformed Expansion Joint Fillers for

Concrete Paving and Structural Construction

AASHTO M 182 Standard Specification for Sheet Materials for Curing Concrete

AASHTO M 148 Standard Specification for Liquid Membrane-Forming Compounds

for Curing Concrete

PART 2: PRODUCTS

2.1 MATERIALS

A. Furnish materials meeting the following, section requirements:

1. Portland Cement Section 3310

a. Use Portland Cement for paving meeting AASHTO M 85, ASTM

C150 Types I, II, III and V or ASTM C-595 Type IP or ASTM C-


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Page 2 of 26

1157 Types GU, MS, HE, and HS. The Engineer will specify the

type of cement to be used.

2. Air Entraining Agents Section 3310

3. Admixtures Section 3310

4. Water Section 3310

5. Fine Aggregate for Concrete

a. Use fine aggregate for concrete meeting ASTM C33.

6. Coarse Aggregate for Concrete

a. Use coarse aggregate for concrete meeting ASTM C33.

7. Reinforcing Steel

a. Use reinforcing steel meeting, Section 03210 and the following.

b. Dowels

1) Use dowel bars for Rigid Pavement Expansion Joints or

Devices meeting AASHTO M1 83 (ASTM A36). Assure

dowel bars are plain and free from burring or other

deformations that prevent slippage in the concrete. Paint

one-half the bar length with one coat of zinc or tar paint.

c. Sleeves

1) Use metal sleeves for dowel bars of standard manufacture

that cover 2-in mm), plus or minus 1/4-inch (6-5 mm), of

the dowel, having one closed end and internal stop that

holds the dowel bar at least 1-inch (25 mm) from the end.

Avoid collapsing the sleeve during construction.

B. Joint Fillers and Sealers

1. Furnish a one piece joint filler sized the full depth and width of the joint. If

a multiple pieced joint filler is approved, fasten the abutting ends

following the filler manufacturer's recommendations.

2. Use pourable Joint sealer meeting ASTM D3406.


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Page 3 of 26

3. Use two-component polyurethane or polysulfide-base sealant meeting,

A.N.S.I A 116.1-1960 flow and strength requirements where specified.

4. Use either Class A (self-leveling) or Class B (non-sag) sealant for

horizontal joints. Use Class B sealant for sloped or vertical joints.

5. Use preformed joint filler meeting, AASHTO M213 requirements,

punched to receive the dowels shown on the plans.

6. Use preformed compression joints manufactured to the dimensions

specified on the plans, from materials meeting ASTM D 2628.

7. Furnish a certification for each shipment of joints indicating that the

material has been sampled, tested, and inspected under ASTM D 2628.

Assure each certification furnished is signed by a manufacturer's

authorized agent or independent testing agency.

8. If recommended by the manufacturer, use a manufacturer approved

lubricant-adhesive to provide lubrication and bond for the joint.

C. Curing and Protective Coating Materials

1. Furnish materials meeting, the following requirements:

AASHTO M182 (Class 3) Burlap Cloth made from Jute or

Kenaf:

AASHTO M 171 (ASTM C 171)

Sheet Materials for Curing Concrete:

AASHTO M 148 Liquid Membrane-Forming

Compounds for Curing Concrete

D. Proportioning

1. Have a qualified independent testing laboratory, approved by the Engineer,

determine the mix design to meet flexural or compressive strength of the

pavement as specified in the Contract documents. Proportion the

concrete mix under Section 03310.2.3 and have a maximum 4" (102 mm)

slump (2" (51mm) slip form method).


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Page 4 of 26

PART3: EXECUTION

3.1 GENERAL

A. Obtain the Engineer's approval of equipment and tools used for handling,

materials and performing all parts of the work. Approval applies to design,

capacity, and mechanical conditions. Assure the equipment is on site ahead of the

start of construction operations for the Engineer's examination.

3.2 BATCHING PLANT AND EQUIPMENT

A. General

1. The batching, plant includes bins, weighing hoppers and scales for the fine

aggregate and each coarse aggregate size. Furnish a separate scale, bin,

and hopper for cement if cement is used in bulk. Assure the weighing

hopper is properly sealed and vented to prevent dust during operation.

B. Bins And Hoppers

1. Provide bins with adequate separate compartments for fine aggregate and

for each size of coarse aggregate in the batching plant.

C. Scales

1. Use either beam type or springless-dial type scales for weighing,

aggregates and cement. Assure the scale is accurate to within 0.5 percent

throughout the range of use. When beam-type scales are used, equip the

scale with a "tell-tale" dial or other device for indicating, that the required

load in the weighing hopper is being approached. The device on weighing

beams must clearly indicate critical position . Assure Poises are designed

to be secured in any position and to prevent inadvertent change. Assure

the weigh beam and "tell-tale" device are in full view of the operator as

the hopper is charged and operator has convenient access to all controls.

2. Have certified scales. Have on hand not less than ten, 50-pound (22.7 kg)

weights for frequent testing of all scales.

3. Batching plants may be equipped to proportion aggregates and bulk

cement using, automatic weighing devices of an approved type.

4. Obtain the Engineer's approval for any deviations from the above stated

batch plant and equipment requirements before concrete manufacture.


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Page 5 of 26

3.3 STOCKPILED AGGREGATE

A. This work is storing aggregate material for use on the project at the specified

locations.

B. Materials

1. Assure the aggregates meet the applicable requirements of ASTM C-33;

AGGREGATES, for the type of material required.

C. Construction

1. Clear and grub the stockpile site. Assure the site is firm, smooth and well

drained. Place an aggregate bed to prevent contamination of the stockpiles.

2. Build the stockpiles in maximum 4 feet (1.22 m) layers, with the

preceding layer completely in place before starting, the next layer. Deposit

the material to prevent coning, excluding fine aggregate approximately 90

percent finer than a No.4 sieve.

3. Do not dump, cast, or push material over stockpile sides excluding fine

aggregate specified above.

4. Space or separate using walls, stockpiles of different aggregate types or

sizes to prevent intermingling of the aggregates.

5. Submit and obtain Engineer's approval of operational plan for stockpiling

any material obtained by wet pit or dredging operations.

6. The Engineer may take random samples from stockpile areas where

equipment has been operated. Stop operating equipment over stockpiles if

tests show degradation is occurring

7. Remove and transport stockpiled material to prevent segregation.

3.4 MIXING

A. General

1. Mix concrete on site, at a central plant, or wholly or partially in truck

mixers. Assure each mixer has a manufacturer's plate showing the drum

capacity of mixed concrete and rotation speed of the mixing drum or

blades attached in a prominent place.


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Page 6 of 26

B. On Site Mixers

1. Mix concrete in an approved mixer able to combine the aggregates,

cement, and water into a thoroughly mixed and uniform mass within the

specified mixing period, and of discharging and distributing the mixture

without segregation on the prepared grade. Assure the mixer is equipped

with an approved timing device that automatically locks the discharge

lever when the drum has been charged and releases at the end of the

mixing period.

2. Follow the manufacturer's recommendations for cleaning the mixer.

Repair or replace the pickup and throw-over blades in the drum or drums

when they are worn down 1 inch (25.4 mm) or more.

3. Have available at the job site a copy of the manufacturer's design, showing

blade dimensions and arrangement, and original blade height and depth; or

place permanent marks on blades 1 inch (25.4 mm) from the new blade

end. Drilled holes of 1/4-inch (6.4 mm) diameter near each end and at the

mid- point of each blade are acceptable markings.

C. Truck Mixers And Truck Agitators

1. Assure truck mixers for mixing and hauling concrete, and truck agitators

used for hauling central-mixed concrete meet Section 03310.3.3 MIXING

requirements.

D. Non-Agitator Trucks

1. Assure bodies of non-agitating, hauling equipment for concrete are smooth,

mortar tight metal containers, capable of discharging the concrete at a

controlled rate without segregation. Discharge of concrete to be from the

bottom of the container. If the equipment body is tilted to discharge

concrete, assure baffles retard the load.

3.5 FINISHING EQUIPMENT.

A. Finishing Machine

1. Use a suitable finishing machine.

B. Vibrators

1. Vibrators may be either the surface pan type or the internal type with

immersed tube or multiple spuds. Vibrators may be attached to the

spreader, the finishing machine, or mounted on a separate carriage. Do not

permit vibrators to come in contact with joints, load transfer devices,


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subgrade, or side forms. Maintain the surface vibrator frequency at 3,500

or more impulses per minute. Maintain frequency of internal types at

5,000 impulses per minute or more for tube vibrators. Maintain 7,000

impulses per minute or more for spud vibrators.

2. Maintain a minimum frequency of 3,500 impulses per minute when spud-

type internal vibrators, either hand-operated or attached to spreaders or

finishing, machines, are used adjacent to forms.

C. Concrete Saw

1. When sawing concrete joints, use sawing equipment capable of producing

the specified cut producing a straight line. Provide artificial lighting for

night work to produce work of daytime quality. Assure this equipment is

on the job both before and during concrete placement.

D. Forms

1. Use straight side metal forms having:

a. a minimum 7/32-inch (5.6 mm) thickness

b. a minimum 10 feet (3.05 m) length.

c. a depth at least equal to the prescribed edge thickness of the

concrete

d. no horizontal joints

e. a base width equal to at least the depth of the forms.

2. Use flexible or curved forms for curves of 100-foot ( 30.5 m) radius or

less. Obtain Engineer approval before using flexible or curved forms.

Provide form anchors capable of withstanding, without visible spring or

settlement, the impact and vibration of the consolidating and finishing

equipment. Assure flange braces extend outward on the base at least two-

thirds the height of the form.

3. Do not use forms with battered top surfaces, bent, twisted, or broken

forms in the work.

4. Do not use repaired forms until inspected and approved. Use built-up

forms only where the total pavement area of any specified thickness on the

project is less than 2,000 square yards (1672 m2). Assure the top form face

does not vary from a true plane more than 1/8-inch in 10 feet (3.2 mm in

3.05 m), and the upstanding leg does not vary more than 1/4-inch (6.35

mm). Assure the forms are capable of locking the ends of abutting form

sections together tightly providing a secure setting.


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3.6 GRADE PREPARATION

A. Once the base and or subgrade is graded and compacted to the specified

requirements, trim the grade to specified elevation.

B. Bring the subgrade or base course to the specified cross section when side forms

are set to grade.

C. Fill and compact low areas with approved material, or fill with concrete integral

with the pavement.

D. Maintain the finished grade until the pavement is placed.

E. Keep the subgrade or base course uniformly moist until the concrete is placed. Do

not over wet creating mud or water to pond.

3.7 SETTING FORMS

A. Base Support

1. Prepare the foundation under the forms so that when the form is set, it is in

contact for its whole length at the specified grade. Fill and compact to

grade with granular material, any grade at the form line found to be below

established grade. Correct out of specification grade lines by tamping, or

by cutting, as required.

B. Form Setting

1. Set forms in advance of concrete placing to prevent placing delays. Once

forms are set to correct grade, compact the grade on the inside and outside

edges of the form base. Stake forms with at least three pins for each 10-

foot (3.05 m) section. Pin each side of every joint. Assure form sections

are tightly locked, free from play or movement in any direction. Assure

the forms do not deviate from true line in excess of 1/4-inch (6.35 mm) at

any point. Correct all form settlement or springing, under the finishing,

machine. Clean and oil forms before placing concrete.

C. Grade and Alignment

1. Check and correct all form alignment and grade elevation immediately

before placing, concrete.

D. Curbs and Gutters as Forms

1. Edges of previously placed concrete gutter section may be used as a form.


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3.8 HANDLING, MEASURING, AND BATCHING MATERIALS

A. Set up the batch plant site, layout, equipment, and transporting material to assure

an uninterrupted supply of material to the work. Stockpile aggregates from

different sources and of different gradations to prevent co-mingling.

B. Handle aggregates from stockpiles or other sources to the batching plant to

prevent segregation. Aggregates that are segregated or mixed with earth or foreign

material cannot be used in the work. Stockpile or bin all aggregates produced or

handled by hydraulic methods, and washed aggregates for at least 12 hours before

batching. Rail shipment exceeding 12 hours will be accepted as adequate binning

only if the car bodies permit free drainage.

C. Separately weigh the fine and coarse aggregate into hoppers in the amounts

specified in the mix. Measure cement by the sack or by weight. Use separate

scales and hoppers for weighing the cement, with a device that indicates the

complete cement batch discharge into the batch box or container. One sack of

bulk cement is 94 pounds (42.64 kg).

D. Measure all admixtures into the mixer within ± 3% accuracy.

3.9 MIXING CONCRETE

A. Mix the concrete at the work site using a central-mix plant or truck mixers.

Mixing time is measured from the time all materials, except water, are in the drum.

Meet AASHTO M 157 and or ASTM C-94 requirements for ready-mix concrete

mixing and delivery.

B. Operate the mixer at the manufacturer's recommended drum speed on the name

plate. Remove and dispose of outside the work at Contractor expense, any

concrete mixed less than the specified time. Do not exceed the mixer’s nominal

capacity, in cubic feet, as shown on the manufacturer's standard rating plate on the

mixer. An overload up to 10 percent above the mixer's nominal capacity may be

permitted if concrete tests for strength, segregation, and uniform consistency are

satisfactory, and if no concrete spill occurs.

C. Re-tempering, concrete by adding water or by other means is not permitted. When

concrete is delivered in transit mixers or agitators, additional water may be added

to the batch materials and additional mixing, time to increase the slump to meet

the specified requirements, if permitted by the Engineer, providing the following,

conditions are met:

1. maximum allowable water-cement ratio is not exceeded;

2. maximum allowable slump is not exceeded;


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3. maximum allowable mixing and agitating, time (or drum revolutions) is

not exceeded;

4. concrete is remixed for at least one-half the minimum required mixing,

time or number of revolutions.

D. Concrete not meeting these requirements will be rejected. Obtain the Engineer's

approval for admixtures that increase the workability or accelerate the set.

3.10 LIMITATIONS OF MIXING

A. Do not mix, place, or finish concrete when light conditions prevent meeting, the

contract requirements. Obtain the Engineer's approval of artificial lighting

B. Discontinue concrete mix operations when the ambient temperature is 40° F (4°C)

and falling. Do not resumed concrete work until the ambient temperature is 35°F

(2°C) and rising.

C. When concreting work is approved during cold weather, the aggregates may be

heated by either steam or dry heat before being placed in the mixer. Assure the

material is uniformly heated without injuring it.

D. Maintain the mixed concrete temperature between 50°F (10°C) and 90°F (32°C)

during placement in the forms

E. The Engineer may direct heating the water and aggregates if the air temperature is

35°F (2°C) or less at the time of placing, concrete. Heat water and aggregate to

between 70°F (21°C) and 150°F (66°C). Do not place concrete on frozen

subgrade, or use frozen aggregates in the concrete.

3.11 PLACING CONCRETE

A. Each placing/finishing crew must have at least one ACI Flatwork Finisher

Technician level or above, on site at all times.

B. Place the concrete on the grade, handling, it as little as possible. Assure truck

mixers, truck agitators, or non-agitating hauling equipment are capable of

concrete discharge without segregating, the materials. Unload the concrete into an

approved spreader and spread on the grade to prevent segregation. Continuously

place concrete between transverse joints without the use of intermediate

bulkheads. Perform necessary hand spreading, using only shovels. Do not permit

workmen to walk in freshly-mixed concrete with boots or shoes coated with earth

or foreign substances.

C. Where concrete is to be placed adjoining a previously constructed lane of

pavement and mechanical equipment will be operated upon the existing lane of


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pavement, assure that lane has attained 80 percent of design strength. If only

finishing equipment is carried on the existing lane, paving in the adjoining lanes

may be permitted.

D. Thoroughly consolidate concrete against and along the faces of all forms and

along the full length and on both sides of all joint assemblies using vibrators. Do

not permit vibrators to contact joint assemblies, the grade, or a side form. Do not

operate vibrators more than 15 seconds in any one location.

E. Deposit concrete as close to expansion and contraction joints as possible without

disturbing them. Do not dump from the discharge bucket or hopper onto a joint

assembly unless the hopper is centered on the joint assembly.

F. Immediately remove any concrete spills from completed slab surfaces, using

methods approved by the Engineer.

3.12 TESTING

A. Use ACI Grade I or equivalent certified field testing technicians for all concrete

tests.

1. Furnish the concrete required for testing as per section 01400.

2. Sample, make specimens, and test concrete under the following:

Slump AASHTO T1 19(ASTM C-143)

Air Content (Gravel or Stone) AASHTO T1 52 (ASTM C-23 1)

(slag or highly porous Aggr.) ASTM C-173

Cement Content & Unit Weight AASHTO T121 (ASTM C-138)

Strength (Compressive) AASHTO T22 (ASTM C-39)

(flexural, third point method) AASITFO T97 (ASTM C-78)

Making and Curing Test

Specimens in the Field

AASHTO T97 (ASTM C-78)

3. Cure beams in the field by the method specified for the pavement.

3.13 STRIKE-OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT

A. Place the concrete, strike it off, consolidate, and finish it to the planned cross

section and elevation.

B. When placing reinforced concrete pavement in two layers, strike-off the first layer

to plan depth and place the reinforcing full length its final position without further

manipulation. Place the second concrete layer, strike it off, and screed. Remove

and replace any bottom layer concrete that has been in place more than 30

minutes without being covered with the top layer at Contractor expense. When


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reinforced concrete is placed in one layer, the reinforcement may be positioned in

advance of concrete placement or it may be placed by mechanical or vibratory

means in plastic concrete, after the concrete is spread.

C. Assure reinforcing steel is free from dirt, oil, paint, grease, mill scale, and loose or

thick rust.

3.14 JOINTS

A. Construct joints as specified in the contract documents.

B. Longitudinal Joint

1. Place deformed steel tie bars of specified length, size, spacing, and

material as shown on the plans. Place reinforcing using approved

mechanical equipment or rigidly secured by chairs or other approved

supports. Assure tie bars are not painted, coated with asphalt or other

material, or enclosed in tubes or sleeves. When adjacent lanes of pavement

are constructed separately, use steel side forms that will form a keyway

along the construction joint. Tie bars may be bent at right angles against

the form of the first lane constructed and straightened into final position

before the concrete of the adjacent lane is placed, or instead of bent tie

bars, approved two-piece connectors may be used.

2. Longitudinal formed joints are a groove, or cleft, extending downward

from, and normal to, the pavement surface. Make these joints using an

approved mechanically or manually operated device to the plan

dimensions and line while the concrete is in a plastic state. Seal the groove,

or cleft, with either a pre-molded strip or poured material as required.

3. Place the longitudinal sawed joints so that their ends contact with any

transverse joints.

4. Cut longitudinal sawed joints using approved concrete saws to the plan

depth, width, and line. Use guide lines or devices to assure cutting the

longitudinal joint as shown on the plans. Saw the longitudinal joint before

the cure period ends or shortly thereafter and before any equipment or

vehicles are permitted on the pavement. Thoroughly clean the sawed area

using both water and compressed air. Immediately remove from the joint

all concrete pieces, aggregate and residue left from the sawing. Assure that

the cut depth is uniform. Start sealing as soon as the joint is dry. Form

longitudinal joints by placing a continuous strip of plastic or other inert

material . Assure the joint insert material is strong, non-stretchable, 3 mil

thick, 2-inch ( 50.8 mm) wide, incapable of bonding with the concrete and

will form a weakened plane 2-inch (50.8 mm) minimum depth.


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5. Insert the joint material using a mechanical device that places the material

in a continuous strip, except where intervening structures break the

continuity of paving. Splices in the joint material are permitted if they can

maintain the continuity of the joint material as placed. Place the joint

material so that the top of the strip is not above, nor more than 1/4-inch

(6.35 mm) below, the finished concrete surface. Once placed, assure the

vertical axis of the joint material is within 10 degrees of a plane normal to

the pavement surface. Assure final strip alignment is parallel with the

pavement center line and does not vary more than 1 inch (25.4 mm) from

the edge of a 12-foot (3.7 m) straightedge. The installation device must

consolidate the concrete about the joint material. Once the joint material is

installed, assure the concrete is free of segregation, rock pockets or voids

and the finished concrete surface on each side of the joint is in the same

plane.

C. Transverse Expansion Joints

1. Place the expansion joint filler continuously from form to form, shaped to

the subgrade and the keyway along the form. Furnish preformed joint filler

in lengths equal to the pavement width or equal to one lane width. Use

damaged or repaired joint filler only with the Engineer's approval.

2. Ensure the expansion joint filler is held vertically. Use an approved

installing bar, or other device if required to secure preformed expansion

joint filler at the proper grade and alignment during concrete placing and

finishing - Assure finished joints do not deviate more than 1/4-inch (6.35

mm) horizontally from a straight line. If joint fillers are assembled in

section, no offsets are permitted between adjacent units. No concrete plugs

are permitted anywhere within the expansion space.

D. Transverse Contraction Joints

1. Transverse contraction joints are weakened planes created by forming or

cutting grooves in the pavement surface and, when shown on the plans, are

to include load transfer assemblies.

2. Form transverse strip contraction by installing a parting strip to be left in

place.

3. Make formed grooves by depressing an approved tool or device into the

plastic concrete. Leave the tool or device in place until the concrete has

attained its initial set and then remove it without disturbing the adjacent

concrete, unless it is designed to remain in place.

4. Make sawed construction joints by sawing grooves in the pavement

surface of the dimensions and spacing and lines on the plans, using an


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approved concrete saw. Start sawing joints as soon as the concrete has

hardened sufficiently to permit sawing without excessive raveling. Saw all

joints before uncontrolled shrinkage cracking occurs. When required,

continue saw operations both during the day and night, regardless of

weather conditions. Do not saw a planned joint when a volunteer crack

develops at or near the planned joint location. Discontinue sawing when a

crack develops ahead of the saw. Typically, saw all joints in sequence.

Saw all contraction joints in lanes and adjacent to previously constructed

lanes before uncontrolled cracking occurs. If conditions exist that make it

impractical to prevent erratic cracking by early sawing, form the

contraction joint groove before initial set of concrete as provided above.

5. When directed, rout or saw random cracks and fill with joint sealer.

Thoroughly clean the sawed area using water and compressed air.

Immediately remove all pieces of concrete, aggregate and residue from the

joint caused by sawing. Take care to maintain uniform cut depth. Seal the

joint as soon as it is dry.

6. Make sure transverse formed contraction joints comply with Section

02515 3.14 requirements for the longitudinal formed joint.

7. Construct transverse construction joints if there is an interruption

exceeding 30 minutes in the concreting work. Do not construct a

transverse joint within 5 feet (1.5 m) of an expansion joint, contraction

joint, or weakened plane. If sufficient concrete has not been mixed at the

time of interruption to form a slab at least 5 feet (1.5 m.) long, remove and

dispose of excess concrete back to the last preceding joint as directed.

3.15 LOAD TRANSFER DEVICES

A. When used, hold dowels in position parallel to the surface and centerline of the

slab by a metal device that is left in the pavement.

B. Thoroughly coat with an approved lubricant, the portion of each dowel painted

with one coat of lead or tar paint, as required under Section 02515.2.1;

MATERIALS. Furnish an approved metal dowel cap or sleeve meeting Section

02515.2.1; MATERIALS requirements, for each dowel bar used with the

expansion joints. Assure the caps or sleeves fit the dowel bar tightly.

C. Instead of using dowel assemblies at contraction joints, dowel bars may be placed

in the full pavement thickness using an approved mechanical device.


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3.16 FINAL STRIKE-OFF, CONSOLIDATION, AND FINISHING

A. Sequence

1. Sequence the work as follows: strike-off, consolidate, float and remove

latency, straight-edge, and final surface finish.

2. If applying water to the surface is permitted, apply it as a fog spray using

an approved spray equipment.

B. Finishing at Joints

1. Place the concrete adjacent to joints, under and around all load transfer

devices, joint assembly units, and other features designed to extend into

the pavement, free of voids or segregation. Mechanically vibrate concrete

adjacent to joints meeting Section 02515.3.11; PLACING CONCRETE

requirements.

2. Once the concrete has been placed and vibrated adjacent to the joints as

required in Section 02515.3.11; PLACING CONCRETE, bring the

finishing machine forward, operating it to avoid damage to or

misalignment of joints. If uninterrupted operation of the finishing machine,

to, over, and beyond the joints, causes segregation of concrete, damage to,

or misalignment of the joints, lift the finishing machine and set it directly

on top of the joint and resume the finishing. When the second screed is

close enough to permit the excess mortar in front of it to flow over the

joint, lift the screed and carry it over the joint. Thereafter, the finishing

machine may be run over the joint without the screeds being lifted,

provided there is no segregated concrete immediately between the joint

and the screed or on top of the joint.

C. Machine Finishing

1. Vibrate all concrete pavement unless otherwise approved for small areas

or for short periods of time due to equipment failure. Assure vibrators for

full width vibration of concrete paving slabs meet Section 02515.3.5.B;

Vibrators requirements. If concrete uniformity and density is not obtained

using the vibratory method at joints, along forms, at structures, and

throughout the pavement, furnish equipment and methods which will

produce pavement meeting specifications.

D. Hand Finishing

1. Hand finishing is permitted under the following conditions:


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a. If mechanical equipment breaks down, hand finishing concrete.

already deposited on the grade when the breakdown occurs is

permitted.

b. Widths or areas of irregular dimensions, where mechanical

finishing equipment is impractical.

c. As soon as concrete is placed, strike it off and screed it. Use an

approved portable screed. Provide a second screed for striking off

the bottom layer of concrete if reinforcement is used.

d. Assure the screed for the surface is an approved design,

sufficiently rigid to retain its shape, and constructed of metal, and

at least 2 feet ( .6 m) longer than the maximum width of the slab to

be struck off.

e. Obtain consolidation using a vibrator or other approved equipment.

f. Move the screed forward on the forms with a combined

longitudinal and transverse motion, always moving in the direction

the work is progressing and operated to ensure that neither end is

raised from the side forms during the strike off process. If

necessary, repeat this until the surface is uniform in texture, true to

grade and cross section, and free from porous areas.

2. Floating

a. Once the concrete is struck off and consolidated, use of one of the

following methods as specified or approved.

b. Hand Method

1) Use a hand-operated, longitudinal float at least 12 feet (3.7

m) long and 6 inches (152.4 mm) wide, stiffened to prevent

flexing and warping. Work the float in a sawing motion,

operating from foot bridges resting on the side forms and

spanning and not touching the concrete. Move ahead along

the pavement centerline in successive sections not

exceeding one-half the length of the float. Waste all excess

water or soupy material over the side forms on each pass.

c. Mechanical Method

1) Obtain the Engineer’s approval of the mechanical float

before use. Adjust the float tracks to the required crown.

Assure the float is adjusted to the transverse finishing

machine to maintain a mortar wave ahead of the float at all


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times. Ensure the float passes over each pavement area at

least twice. Waste all excess water or soupy material over

the side forms on each pass.

d. Alternate Mechanical Method

1) As an alternate to item (2) above, the Contractor may use a

machine having a cutting and smoothing float, or floats,

suspended from and guided by a rigid frame. This frame

must be carried by 4 or more visible wheels riding on, and

in constant contact with, the side forms.

2) If necessary, following one of the preceding float methods,

long-handled floats having blades a minimum 5 feet (1.52

m) long and 6 inches (152.4 mm ) wide may be used to

smooth and fill in open-textured areas in the pavement. Do

not use long-handled floats to float the entire pavement

surface in place of, or supplementing, one of the preceding

floating methods. When strike-off and consolidation are

performed by hand and the pavement crown will not permit

using a longitudinal float, float the surface transversely

using the long-handled float. Take care to not work the

pavement crown during the work.

E. Straight edge Testing and Surface Correction

1. Once floating is completed , excess water removed, and the concrete is

still plastic, test the concrete surface for trueness with a 10-foot (3.05 m)

straightedge. Furnish and use an 10-foot (3.05 m) straightedge swung from

handles 3 feet (.91 m) longer than one-half the slab width . Hold the

straightedge in contact with the surface in successive positions parallel to

the road centerline and the go over the whole slab area , as required.

Advance along the road in not to exceed one-half the straightedge length.

Immediately fill an depressions with fresh mixed concrete, strike off,

consolidate, and refinish. Trim high areas and refinish. Give special

attention to assure that surfaces across joints meet the smoothness

requirements. Continue straightedge testing and surface corrections until

the entire surface meets the required grade and cross section.

F. Final Finish

1. The final finish as specified in the Contract documents as to the type of

surface texture. The following types of surface textures may be specified:

Type I - Transverse Tining, Type II - Longitudinal Tining, Type III -

Nylon or Artificial Grass Drag, Type IV.- Nylon or Bristle Broom, Type

V - Belt Finish, and Type VI - Burlap Drag. When final, longitudinal


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texturing has been completed by the burlap drag, texture the plastic

pavement surface to the designated texture as approved by the Engineer. A

belt finish does not need to be preceded by a burlap drag.

a. Type I - Transverse Tining

1) Produce the mainline finish using mechanical equipment

described as follows: The transverse grooving machine

must be either a vibrating roller or a comb equipped with

steel tines. The machine must be self-propelled and

automatically lift the roller or tine comb at the pavement

end. Obtain the Engineer's approval of hand grooving

methods in those areas where the mechanical equipment are

not practical.

2) Assure the equipment has rectangular or circular shaped

spring steel tines that are spaced 1/2- to 1-inch (12.7 - 25.4

mm) center to center. Make the grooves perpendicular to

the pavement center line and the transverse grooves being

0.090 to 0. 125 inches ( 2.3 - 3.2 nun) wide and 1/8- to

3/16-inch (3.2 - 4.8 mm) deep. Acceleration lanes,

deceleration lanes, and irregular sections may be finished

by methods other than mechanical, if they produce a similar

transverse groove.

b. Type II - Longitudinal Tining

1) Produce the mainline finish using mechanical equipment

meeting the following: The longitudinal grooving machine

must be either a vibrating roller or a comb equipped with

steel tines, be self-propelled and automatically lift the roller

or tine comb at the pavement end. Obtain the Engineer's

approval of hand grooving methods in areas where

mechanical equipment cannot be used.

2) Assure the equipment has rectangular or circular shaped

spring steel tines that are spaced 1/2- to 1-inch (12.7 - 25.4

mm) center to center. Make the grooves parallel to the

pavement center line and the longitudinal grooves 0.090 to

0. 125 inches (2.3 - 3.2 mm) wide and 1/8- to 3/16-inch

(3.2 - 4.8 mm) deep. Operate the mechanical equipment

from a bridge when the pavement is 4.9 m (16 feet) or more

in width.


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3) Acceleration lanes, deceleration lanes, and irregular

sections may be finished by methods other than mechanical,

if they produce a similar type of longitudinal groove.

c. Type III - Nylon or Artificial Grass Drag

1) Produce the pavement finish using a nylon or artificial

grass drag, approved by the Engineer. Produce a surface by

pulling the drag longitudinally. For a pavement width of 16

feet (4.9 m) or more, mount the drag on a bridge that

travels on the forms. Use a drag of at least 3 feet (.91 m)

wide and maintain full contact the pavements full width.

Maintain drags clean and free from encrusted mortar.

Replace drags that cannot be cleaned with new ones.

d. Type IV - Nylon or Bristle Broom

1) Apply broom texturing when the water sheen has

disappeared. Draw the broom from the center to the edge of

the pavement with adjacent strokes overlapping. Perform

the brooming so that the surface corrugations are uniform

in appearance and have a minimum depth of 1/16-4nch (1.6

mm) and a maximum depth of 1/8-inch (3.2 mm).

Complete brooming before the concrete surface will be tom

or roughened by the work. Produce a finished surface free

from rough and porous areas, irregularities and depressions

resulting from poor workmanship. Mechanical brooming,

in lieu of the manual brooming, is permitted if the specified

results can be obtained.

e. Type V - Belt Finish (Paving with Rigid Forms)

1) When straight edging is complete and the water sheen has

disappeared, and just before the concrete becomes non-

plastic, belt the surface with a two-ply, canvas belt a

minimum 8 inches (203.2 mm) wide and a minimum 3 feet

(.9 m) longer than the pavement width. Equip hand belts

with handles to permit controlled, uniform manipulation.

Work the belt with short strokes transverse to the road

centerline advancing parallel to the centerline.

f. Type VI - Burlap Drag

1) Use a drag of seamless strip damp burlap or cotton fabric to

produce a roughened surface, dragging it longitudinally

along the pavements full width. For pavement 16 feet (4.9


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m) or more in width, mount the drag on a bridge that

travels on the rails. Use a drag at least 3 feet (.91 m) wide,

maintaining contact with the full pavement width. Maintain

drags clean and free from encrusted mortar. Replace drags

that cannot be cleaned with new drags.

3.17 EDGING AT FORMS AND JOINTS

A. After the final finish and before the concrete has taken its initial set, round the

edges of the pavement along each side of each slab, and on each side of transverse

expansion joints, formed joints, transverse construction joints, and emergency

construction joints with an approved tool to the specified radius. Produce a radius

having a smooth, dense mortar finish. Do not disturb the slab surface with the tool

during the work.

B. At all joints, remove all tool marks on the slab adjacent to the joints by brooming

the surface. Do not disturb the rounding of the slab comer when brooming the

surface. Completely remove all concrete on top of the joint filler.

C. Test all joints with a straightedge before the concrete has set and correct if one

side of the joint is higher than the other or if an edge is higher or lower than the

adjacent slabs.

3.18 SURFACE TEST

A. As soon as the concrete has hardened to permit testing, test the pavement surface

with a 10-foot (3.05 m) straightedge or other approved device. Mark and. grind

high spots exceeding 1/4-inch (6.35 mm.), but under 1/2-inch in 10 feet (12.7 mm

in 3.05 m), using an approved grinding tool to an elevation where the area or spot

will not show surface deviations exceeding 1/4-inch (6.35 mm) when tested with

a 10- foot (3.05 m) straightedge. Use stacked head, vertical blade grinders that

will provide a coefficient of friction approximately equal to that of the un-ground

pavement. Keep grinding grooves parallel to the direction of travel. Where the

departure from correct cross section exceeds 1/2-inch (12.7 mm)), remove and

replace the pavement by hand at Contractor expense.

B. Any area or section so removed cannot be less than 5 feet (1.52m) long the full

lane width. When required to remove and replace a section of pavement remove

and replace any remaining portion of the slab adjacent to the joints that is less

than 5 feet (1 .52 m) long.

3.19 CURING

A. Immediately after the finishing operations are complete and the surface cannot be

marred, cover and cure the entire surface of the newly placed concrete meeting

one of the following methods. Immediately stop concrete work when insufficient


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cover material or lack of water would prevent obtaining the specified cure results.

Do not leave the concrete exposed for more than 1/2-hour between stages of

curing or during the curing period.

1. Cotton or Burlap Mats

a. Cover the entire pavement surface with mats, extending least twice

the pavement thickness beyond the slab edges. Assure that the

entire surface and both edges of the slab are completely covered.

Before placing mats, saturate the mats thoroughly with water.

Place and weight the mats to remain in contact with the covered

surface. Keep the mats wetted and in place for 72 hours after the

concrete has been placed.

2. Waterproofed Paper

a. Cover the pavement top and sides entirely with waterproofed paper.

Lap the units at least 18 inches (.46 m). Place and weight the paper

to maintain contact with the surface. Assure the paper extends

beyond the slab edges at twice the pavement thickness. If laid

longitudinally, paper, not manufactured in sizes that will provide

this width, must be securely sewed or cemented together with

joints being sealed so that they do not open up or separate during

the cure period. Maintain the covering in place for 72 hours after

the concrete has been placed. Thoroughly wet the pavement

surface before placing the paper.

3. Straw Curing

a. When using this type of curing, initially cure the pavement using

burlap or cotton mats, meeting Section 02515.3.19.A.a above, until

after final set of the concrete or, in any case, for 12 hours after the

concrete is placed. Once the mats are removed, thoroughly wet and

cover the surface and sides of the pavement with at least 8 inches

(203.2 mm) (wetted thickness) of straw or hay. Repair or replace

straw or hay covering displaced during the curing period and

saturate with water for 3 days. Thoroughly wet the covering down

the morning of the fourth day. Keep this cover in place until the

concrete has attained the required strength. When permission is

given to open the pavement to traffic, remove and dispose of the

covering leaving the right-of-way in a neat and presentable

condition. Do not dispose of the covering by burning on, or

adjacent to, the pavement.


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4. White Pigmented Impervious Membrane

a. Uniformly spray the entire pavement surface with white pigmented

curing compound immediately after the finishing of the surface

and before the set of the concrete has taken place, or if the

pavement is cured initially with burlap or cotton mats, the curing

compound may be applied upon removal of the mats.

b. Do not apply the curing compound during rainfall.

c. Apply curing compound under pressure at 1 gallon per 150 square

feet (3.79 L per 13.95 square meters ) using mechanical sprayers.

Use spraying equipment of the fully atomizing type equipped with

a tank agitator. At the time of use, assure the compound is

thoroughly mixed with the pigment uniformly dispersed

throughout the vehicle. During application, continuously stir the

compound using mechanical means. Hand spraying of odd widths

or shapes and on concrete surfaces exposed by the removal of

forms is permitted. Do not apply curing compound to the inside

faces of joints to be sealed.

d. Use curing compound producing a film that will harden within 30

minutes after application Immediately re-apply curing compound

damaged from any cause within the required curing period.

e. Upon removal of side forms, apply curing compound to the

exposed slab sides.

5. White Polyethylene Sheeting

a. Cover entirely the top surface and sides of the pavement with

polyethylene sheeting. Lap the pieces at least 18 inches (35 cm).

Place and weight the sheeting so it remains in contact with the

surface. Lay sheeting so it extends beyond the edges of the slab at

least twice the thickness of the pavement. Maintain the covering in

place for 72 hours after the concrete has been placed.

B. Curing in Cold Weather

1. When the average daily temperature is below 4O°F (4°C), cure by

covering the pavement with at least 12 inches ( 304.8 mm) of loose, dry

hay or straw, or equivalent protective covering authorized by the Engineer.

Leave covering in place for 10 days.

2. When concrete is placed and the air temperature could drop below 35 F ,

provide the volume of straw, hay, grass, or other blanketing material at the


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Page 23 of 26

work site. Anytime the temperature may be expected to reach the freezing

point during the day or night, spread the material over the pavement to the

required depth to prevent freezing of the concrete. Maintain the covering

for a minimum 10 days. Be responsible for the quality and strength of the

concrete placed during cold weather, and remove and replace at

Contractor expense any concrete injured by freezing.

3.20 REMOVING FORMS

A. Remove forms only after the freshly place concrete has set for 12 hours,

excluding auxiliary forms used temporarily in widened areas. Carefully remove

forms to prevent damage to the pavement. Once the forms are removed, cure the

slab sides as specified herein. Remove and replace major honeycombed areas .

The minimum area to be removed is 10 feet in length (3.05 m), the full width of

the lane involved. When it is necessary to remove and replace a pavement section,

any remaining portion of the slab, adjacent to the joints, less than 5 feet (1.52 m)

in length is to be removed and replaced.

3.21 SEALING JOINTS

A. If the joints are to be sealed, fill them with joint sealing material before the

pavement is opened to traffic and as soon as practical after completion of the

curing period. Just before sealing, thoroughly clean each joint of all foreign

material, including membrane curing compound, assuring the joint faces are clean

and surface dry when the seal is applied. Stir material for hot applied seal during

heating

B. Apply the sealing material to each joint opening meeting the plan details or as

directed by the Engineer. Pour so that the material does not spill on the exposed

concrete surfaces . Remove and clean from concrete surfaces all excess sealing

material. The use of sand or similar material as a cover for the seal is not

permitted. Do not place poured joint sealing material when the ambient

temperature is less than 50°F (10°C), unless approved by the Engineer.

3.22 PROTECTION OF PAVEMENT

A. Protect the pavement and its appurtenances against both public and Contractor

traffic. This includes supplying watchmen to direct traffic and the erection and

maintenance of warning signs and lights.

B. To protect the concrete against rain before the concrete is sufficiently hardened,

have available at all times materials for the protection of the edges and surface of

the unhardened concrete. Protective materials consist of standard metal forms or

wood plank having a minimum nominal thickness of 2 inches (50.8 mm) and a

minimum nominal width of the pavement thickness at its edge for the protection

of the pavement edges, and covering material such as burlap or cotton mats,


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Page 24 of 26

curing paper, or plastic sheeting material for the protection of the surface of the

pavement. Stop paving when rain appears imminent and have all available

personnel begin placing forms against the side of the pavement and cover the

surface of the unhardened concrete with the protective covering.

C. Repair or replace all damage to the pavement occurring before final acceptance at

Contractor expense.

3.23 OPENING TO TRAFFIC

A. Obtain the Engineer's approval to open the pavement to traffic. Pavement cannot

be opened to traffic until specimen beams, meeting 3.12; TESTING, have reached

the design flexural strength, tested under the third-point method according to

Section 3.12; TESTING. If the tests are not performed, the pavement may be

opened at the discretion of the engineer. Clean the pavement before opening to

traffic.

3.24 CONCRETE PAVEMENT - SLIPFORM METHOD

A. Pavement may be constructed without using fixed forms. When the slipform

method is used, meet the following provisions:

1. Grade

a. Once the grade or base is placed and compacted to the specified

density , cut the grade and areas that will support the paving

machine to the required elevation using an approved fine-grading

machine. Use a self-propelled or towed fine-grading machine

having the weight and power to trim the compacted material

without gouging or tearing the surface. Assure the machine is

equipped with cutting edges or surface shavers controlled from an

independent control reference wire having an automatic control

device. To avoid excessive depths of cut, the machine is to fine

grade making successive passes, with each pass controlled from

the independent reference line through the automatic control. Re-

compact to the specified density, all base disturbed by the grading

operation, before placing concrete. Maintain the grading operations

in advance of concrete placement. Repair damage to the grade

caused by traffic before placing the concrete.

2. Placing Concrete

a. Place concrete using an approved, slipform paver able to spread,

consolidate, screed, and float-finish the freshly placed concrete in

one complete pass to the specified line, grade, and cross section

with a minimum of hand finishing. Assure the machine is equipped


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with vibrators , vibrating the concrete the pavements full width and

depth. Vibrators must be vibrating tubes or arms working in the

concrete, or a vibrating screed or pan operating on the concrete

surface. Assure the sliding forms are capable of resisting

displacement by the wet concrete. Use forms that trail behind the

paver and prevent slumping of the concrete during the work.

b. Assure the concrete does not exceed a slump of 2 inches (50.8

mm). Operate the slipform paver at a uniform speed. Coordinate all

concrete mixing, delivering, and spreading to maintain uniform

progress with minimum stopping and starting of the paving work.

Immediately stop vibratory and tamping when it is necessary to

stop the paver. Do not apply any outside tractive force to the paver

not controlled by it.

3. Finishing

a. Meet the surface smoothness and texture requirements of Section

02515.3.16.F; FINAL FINISH, and Section 02515.3.18;

SURFACE TEST.

4. Curing

a. Perform curing using one of the methods in Section 02515.3.19;

CURING.

5. Joints

a. Construct all joints under Section 02515.3.14; JOINTS.

3.25 TOLERANCE IN PAVEMENT THICKNESS

A. The pavement thickness will be determined by measuring cores. The actual

pavement thickness must be within 1/4-inch (6.35 mm) of the specified thickness.

B. When any core is less than the plan thickness by more than the allowable

deviation, additional cores will be taken from the area at minimum 10-foot (3-05

m ) intervals parallel to the centerline in each direction from the affected location

until, in each direction, a core is found which is not deficient by more than the

allowable deviation. The Engineer will evaluate areas found deficient in thickness

by more than the allowable deviation . Remove and replace deficient areas to the

specified thickness at Contractor expense.


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PART 4: MEASURMENT AND PAYMENT

4.1 MEASUREMENT AND PAYMENT

A. The pavement is measured by the square yard (Sq meter) or linear foot ( linear

meter) of full-depth pavement. The Engineer will measure the number of square

yards (sq meters) or linear feet (linear meter) after construction of the pavement

has been completed.

B. Accepted pavement is paid for at the contract unit price per square yard (sq meter)

or linear foot (linear meter) as called for in the Contract documents. This price

constitutes full compensation for furnishing and preparing all materials, including

all joints, joint filler, dowels, and reinforcing if required in the construction

drawings or special provisions; placing, finishing, curing; and all labor,

equipment, tools and incidentals necessary to complete this item.

C. Payment will be made under:

1. Concrete Pavement - Sq. Yd. or Linear Foot (Sq. meter. or Linear meter)

END OF SECTION


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REINFORCING STEEL

Page 1 of 4

SECTION 03210

REINFORCING STEEL

PART 1: GENERAL

1.1 DESCRIPTION

A. This work is furnishing and placing reinforcing steel or wire fabric meeting the

quality, type and size specified in the contract.

1.2 REFERENCES

ASTM A-615

ASTM A-705

AASHTO M 31 Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement

AASHTO M 32 Cold Drawn Steel Wire for Concrete Reinforcement

AASHTO M 55 Steel Welded Wire, Fabric, Plain, for Concrete

Reinforcement

AASHTO M 54 Fabric Deformed Steel Bar or Rod Mats for Concrete

Reinforcement

PART 2: PRODUCT

2.1 Furnish all new material meeting the following requirements.

A. Bar Reinforcement

1. Furnish deformed reinforcement steel meeting ASTM A 615, (AASHTO

M3 1) or ASTM A705, Grade 40 or Grade 60.

a. Small quantities purchased from warehouses may, at the

Engineer’s direction, be accepted if bend tested under ASTM A615

or AASHTO M31. The test specimen must cold bend around a pin

without cracking on the outside of the bent portion.

B. Wire and Wire Mesh

1. Furnish wire meeting cold-drawn steel wire AASHTO M32 (ASTM A82)

requirements.

2. Furnish wire mesh for concrete reinforcement meeting AASHTO M 55

(ASTMA A 185).

Section 03210

REINFORCING STEEL

Page 2 of 4

3. Furnish bar mats meeting AASHTO M54 (ASTM A 184).

PART 3: EXECUTION

3.1 PROTECTION

A. Protect steel reinforcement from damage at all times. Place steel free from dirt,

detrimental scale, paint, oil and other foreign substance. Clean steel reinforcement

having easily removed rust, loose scale, and dust using an approved method.

3.2 FABRICATION

A. Furnish four copies of shop details and placing drawings for all reinforcing steel

to the Engineer for approval. Once checked, the Engineer will return two marked-

up sets of prints or drawings for correction. The Engineer’s review is only for

general conformity with the plans. Checking the detailed dimensions is the

Contractor’s responsibility. The Engineer’s review does not relieve the

Contractor’s responsibility to furnish all material meeting the Contract

requirements. Detail Reinforcing, steel meeting the ACI “Standard Details and

Detailing of Concrete Structures” and the “Manual of Engineering and Placing

Drawings for Reinforced Concrete Structures” published by the American

Concrete Institute (ACI 315).

B. Assure all bars are bent cold. Do not field bend any bar partially imbedded in

concrete except as specified on the plans.

C. Ship bar reinforcement in standard bundles, tagged and marked meeting the

“Details and Detailing of Concrete Structures” (ACI 315) requirements.

D. Concrete reinforcement and accessory details, not covered herein or on the

drawings, must meet “Details and Detailing of Concrete Structures” and the

“Manual of Engineering and Placing Drawings for Reinforced Concrete

Structures” (ACI 315 and 315R) requirements.

3.3 PLACING AND FASTENING

A. Accurately place and hold firm all steel reinforcement in the plan locations as

concrete is being placed.

B. Support and fasten together all reinforcement to prevent displacement due to

construction loads. It is permissible to use on ground, where necessary, concrete

support blocks having a minimum 4 square inches (2580 MM2) bearing area and

having a compressive strength equal to the concrete being placed. Use approved

bar chairs and spacers over form work. For concrete surfaces exposed to the

Section 03210

REINFORCING STEEL

Page 3 of 4

weather in the finished structure, assure the portions of all accessories within ½-

inch (12.7 mm) of the concrete surface are noncorrosive or protected against

corrosion.

C. Overlap welded wire fabric for successive mats or rolls providing an overlap

measured between outermost cross wires of each fabric sheet at least 2 inches

(50.8 mm). Extend the fabric across supporting beams and walls to within 4

inches (101.6 mm) of concrete edges. It may extend through contraction joints.

Adequately support the fabric during concrete placement to maintain its position

in the slab using the methods previously described or by laying the fabric on a

concrete layer of the required depth before placing the upper slab layer.

D. Offset vertical bars in columns at least one bar diameter at lap splices. Furnish

templates for all column dowels.

E. Obtain Engineer approval for all splices not shown on the plans. Mechanical

connectors for reinforcing bars may be used if approved.

F. Do not use pebbles, pieces of broken stone, concrete rubble, broken brick or

building blocks, metal pipe, or wooden block to position the fabric.

G. Follow the minimum concrete protective covering for reinforcement below.

1. Concrete deposited against ground: 76.2 mm (3 inches)

2. Formed surfaces exposed to weather or in contact with the ground:

a. #6 bars or larger 50.8 mm (2 inches)

b. Smaller than #6 bars 38.1 mm (1-1/2 inches)

3. Interior Surfaces:

a. Beams, girders and columns 38.1 mm (1-1/2 inches)

b. Slabs, walls and joists:

1) #11 bars or smaller 19.05 mm (3/4-inch)

2) #14 and #18 bars 38.1 mm (1-1/2 inches)

H. For corrosive atmospheres or fire protection, see special provisions for minimum

covering requirements.

I. Obtain Engineer approval of reinforcement placement before placing concrete.

Remove and replace concrete placed without Engineer approval of reinforcing.

J. Straighten fabric reinforcement shipped in rolls into flat sheets before placing it.

Section 03210

REINFORCING STEEL

Page 4 of 4

3.4 WELDING

A. When specified or approved, weld reinforcing steel meeting “Reinforcing Steel

Welding Code” (AWSD 1 –4). Do not weld at bends in bars. Do not tack weld

crossbars without Engineer approval.

PART 4: MEASUREMENT AND PAYMENT

4.1 GENERAL

A. Reinforcing steel used in the work is not measured. The cost of furnishing and

placing reinforcing steel is incidental and included in the unit price or lump sum

price bid for various items of the work.

END OF SECTION


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STRUCTURAL CONCRETE

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SECTION 03310

STRUCTURAL CONCRETE

PART 1: GENERAL

1.1 DESCRIPTION

A. Furnish structural concrete meeting all specified requirements that is composed of

Portland cement, aggregates, water. Furnish Ready-mixed concrete meeting

ASTM C94 unless otherwise specified.

1.2 REFERENCES

ASTM C-94 Standard Specification for Ready-Mixed Concrete

ASTM C-150 Specification for Portland Cement

ASTM C-618 Specification for Coal Flyash and Raw or Calcined Natural

Pozzolan for Use as a Mineral Admixture in Concrete

ASTM C-989 Specification for Ground Granulated Blast-Furnace Slag for Use in

Concrete and Mortars

ASTM C-595 Specification for Blended Hydraulic Cements

ASTM C-157 Performance Specification for Hydraulic Cements

ASTM C-33 Specification for Concrete Aggregates

ASTM C-260 Specification for Air-Entraining Admixtures for Concrete

ASTM C-494 Specification for Chemical Admixtures for Concrete

ASTM C-1017 Specification for Chemical Admixtures for Use in producing

Flowing Concrete

ASTM D-98

ASTM C-138 Test Method for Density(Unit Weight), Yield, and Air

Content(Gravimetric) of Concrete

ASTM C-173 Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method

ASTM C-231 Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method

ASTM C-31 Practice for Making and Curing Concrete Test Specimens in the

Field

ASTM C-39 Test Method for Compressive Strength of Cylindrical Concrete

Specimens

ASTM C-172 Practice for Sampling Freshly Mixed Concrete

ACI 301 Standard Specification for Structural Concrete for Buildings

ACI 305 Hot Weather Concrete

ACI 306 Cold Weather Concrete

ACI 318 Building Code Requirements for Reinforced Concrete


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1.3 QUALITY ASSURANCE

A. Codes and Standards: The codes and standards referred to in this section are

declared to be part of this specification as if fully set forth herein. In addition, the

following ACI Standards are incorporated in their entirety, unless specifically

required otherwise:

1. ACI Standard 301, "Specifications for Structural Concrete for Buildings,"

American Concrete Institute, Edition.

2. ACI Standard 318, "Building Code Requirements for Reinforced

Concrete", American Concrete Institute, current edition.

3. Concrete Reinforcing Steel Institute, "Manual of Standard Practice".

4. International Building Code of I.C.B.O.

B. Concrete Testing: The Contractor shall employ at his expense a testing laboratory

acceptable to the Engineer to perform material evaluation tests and/or perform the

mix design prior to placing any concrete. The Engineer will perform all

acceptance testing during the onsite placement of the concrete .. Retesting or

additional testing of concrete or materials failing to meet the requirements of

these specifications shall be done by the Contractor at no additional cost to the

Owner.

PART 2: PRODUCT

2.1 CLASSIFICATION

A. Concrete is classified as set forth below. Place the specified class of concrete for

each structure element as specified. Concrete with prefixes "C" contain 1-1/2 inch

(38.1 mm) size aggregate and those with "M" contain 3/4 inch (19.05 mm) size

aggregate.. Concrete with prefixes "M" may be substituted for concrete with

prefixes "C."'

1. Use M-4000 concrete for curb and gutter, sidewalks, driveways,

approaches, curb turn fillets and valley gutters and structural concrete.

2. Use M-3000 concrete for manholes, storm drain inlets and miscellaneous

or C-3000 Concrete Construction class.

3. M-3000 is concrete with 3/4 inch (19-05 mm) maximum aggregate and a

28-day compressive strength of 3000 pounds per square inch (psi) (20.7

Mpa).


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STRUCTURAL CONCRETE

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4. M-4000 is concrete with 3/4 inch (19-05 mm) maximum aggregate and a

28-day compressive strength of 4000 pounds per square inch (psi) (27.6

Mpa).

5. C-3000 is concrete with 1-1/2 inch (38.1 mm) maximum aggregate and a

28-day compressive strength of 3000 psi (20.7 Mpa).

B. If concrete strength or durability requirements established by design exceed the

above strength classifications, the Engineer may specify additional concrete

classifications to meet those requirements.

2.2 COMPOSITION OF CONCRETE

A. Upon receipt of the notice of award of the contract, furnish the Engineer with

names of suppliers and locations of sources of materials proposed for use.

1. Materials

a. Cementitious Material: Cementitious material consists of Portland

cement meeting ASTM C 150, with or without the addition of

cementitious or pozzolanic mineral admixtures meeting, ASTM

C618 or ASTM C989, or blended hydraulic cement meeting

ASTM C595 or hydraulic cement meetingASTM 1157. Unless

otherwise specified, assure cementitious material meets ASTM C

150 Type I or Type II. Assure cementitious material used in

concrete is the same brand and type and from the same plant of

manufacture as the cementitious material used in the concrete

represented by the submitted field test date or used in the trial

mixtures.

b. Aggregates: Assure aggregates meet ASTM C33. When a single

size or a combination of two or more sizes of coarse aggregates are

used, assure the final gradation meets the grading requirements of

ASTM C33. Obtain concrete aggregates from the same source and

use the same size ranges as the aggregates used in the concrete

represented by submitted historical data, or used in trial mixtures.

c. Water and Ice: Use concrete mixing water and water to make ice

meeting requirements of ASTM C94.

d. Admixtures: Use admixtures meeting the following requirements:

1) Air entraining, admixtures - ASTM C260

2) Chemical admixtures- ASTM C494


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3) Chemical admixtures for use

in producing, flowing concrete- ASTM C1017

4) Calcium Chloride - ASTM D98

5) Use admixtures in the concrete that are the same as those

used in the concrete represented by submitted field test data

or in trial mixtures.

2. Change of materials

a. When brand, type, size, or source of cementitious materials,

aggregates, water, ice or admixtures are requested to be changed,

submit new field data or data from new trial mixtures or furnish

evidence that indicates that the change will not adversely affect the

relevant properties of the concrete for acceptance before using the

concrete.

B. Performance and Design Requirements

1. Assure the cementitious material content is adequate to meet the specified

requirements for strength, water-cement ratio and finishing requirements.

For concrete used in floors, assure the cement content is at least that

indicated in Table 2.1. For concrete exposed to freezing and thawing or

concrete exposed to deicers, assure a maximum water-cement ration of

0.45.

TABLE 2.1

MINIMUM CEMENT CONTENT REQUIREMENTS

Nominal Maximum size Minimum cement content

of aggregate, in(mm) lb/yd3 (kg/m3)

1-1/2 (38-1) 470* (163.0)

1 (25.4) 520 (180.3)

3/4 (19-05) 540 (187-3)

3/8 (9-5) 641 (222.3)

* Minimum cement content is 520 lb/yd

3 (180.3 kc,/m

3) and maximum

H2O/cement ratio of 0.45 if concrete will be exposed to freezing and thawing

and/or in the presence of deicing chemicals.

2. Furnish concrete at the point of delivery having a slump of 4 inches (max)

(100 mm) determined by ASTM C 143. Meet slump tolerances in ACI 117.

When a plasticizing admixture is used meeting ASTM C 10 17 or when a

Type F or G high range water reducing admixture meeting ASTM C494 is

approved to increase the concrete slump, assure the concrete has a slump


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STRUCTURAL CONCRETE

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of 2 to 4 inches (50-100mm) before the admixture is added and a

maximum slump of 8 inches (200 mm) at the point of delivery after the

admixture is added.

3. Assure the nominal maximum size of coarse aggregate does not exceed

three fourths of the minimum clear spacing between reinforcing bars, one-

fifth of the narrowest dimension between sided of forms or one-third of

the thickness of slabs or toppings.

4. Concrete must be air entrained. Measure air content under ASTM C 138,

C 173 or C231. Unless otherwise specified, ASTM C231 shall be used.

TABLE 2.2

TOTAL AIR CONTENT* OF CONCRETE

FOR VARIOUS SIZES OF COARSE AGGREGATE

Total air content, percent

Nominal maximum

Size of aggregate mm, (in.) Severe

exposure

Moderate

exposure

Mild

exposure

Less than 9.53(3/8) 9 7 8

9.53 (3/8) 7.5 6 4.5

12.5(1/2) 7 5.5 4

19 (3/4) 6 5 3.5

25.4(l) 6 4.5 3

12.7(1-1/2) 5.5 4.5 3

50.8(2) 5 3.5 1.5

76.2(3) 4.5 3.5 1.5

152.4(6) 4 3 1

* Measure in accordance with ASTM C 138, C 173, or C 231.

Air content tolerance is +/- 1 1/2 percent

a. When admixtures are specified in the Contract documents for

particular parts of the work, use types specified. Use of calcium

chloride or other admixtures containing chloride ions is subject to

the limitations in Table 2.3 Chloride Ion Concentration. When

approved, use calcium chloride in solution form only, when

introduced into the mixture.

1) Assure the maximum water soluble chloride ion

concentrations in hardened concrete at ages from 28 to 42

days attributed to the ingredients including water,

aggregates, cementitious materials and admixtures do not

exceed the limits of Table 2.3. Use tests to determine water

soluble chloride ion content meeting AASHTO T260. The


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type of member described in Table 2.3 applies to the work

as indicated in the Contract Documents.

TABLE 2.3

MAXIMUM ALLOWABLE CHLORIDE ION CONTENT

Type of Member

Maximum water soluble chloride (CI) Content in

concrete, percent by weight of cement

Prestressed concrete 0.06

Reinforced concrete exposed to

chloride in service

0.15

Reinforced concrete that will be dry or

protected from moisture in service

1.00

Other reinforced concrete construction .30

b. When the average of the highest and lowest temperature during the

period from midnight to midnight is expected to drop below 40°F

(40°C) for more than three successive days, deliver concrete in

accordance with ASTM C-94.

c. Furnish the compressive strength and the water-cement or water

cementitious, material ratio of concrete for each portion of the

work as specified in the Contract documents.

1) If cementitious or pozzolanic mineral admixtures meeting,

ASTM C618 or ASTM C989 are used, the cement portion

of the water-cement ratio must be the total weight of

cementitious material.

2) The maximum weight of fly ash, pozzolan or ground

granulated blast-furnace slag included in the calculation of

water-cementitious material ratio cannot exceed the

following percentages of the total weight of portland

cement plus fly ash, pozzolan and ground granulated blast-

furnace slag:

3) The combined weight of fly ash and pozzolan meeting

ASTM C618 cannot exceed limits in ACI 318.. The fly ash

and pozzolan present in an ASTM Type IP or IPM blended

cement meeting ASTM C595 must be included in the

calculated percentage.

4) The weight of ground granulated blast-furnace slag meeting

ASTM C989 cannot exceed 50 percent of the total weight


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of cementitious material. The slag used in manufacture of a

Type IS or ISM blended hydraulic cement meeting ASTM

C595 must be included in the calculated percentage.

5) If fly ash or pozzolan is used in concrete with ground

granulated blast-furnace slag, the portland cement

constituent meeting ASTM C 150 cannot be less than 50

percent of the total weight of cementitious material. Fly ash

or pozzolan must not constitute more than 25 percent of the

total weight of cementitious material.

6) Strength requirements are based on the 28-day compressive

strength determined on 6" x 12" (150mm x 300mm)

cylindrical specimens made and tested under ASTM C31

and C39 respectively.

2.3 PROPORTIONING AND DESIGN OF MIXES

A. Prepare design mixes for each type and strength of concrete by either laboratory

trial batch or field experience methods as specified in ACI 301. If trial batch

method used, use an independent testing facility acceptable to the Engineer for

preparing and reporting proposed mix designs.

B. Submit written reports of each proposed mix for each class of concrete at least 15

days prior to start of work. Do not begin concrete production until mixes have

been reviewed and approved.

PART 3: EXECUTION

3.1 CONCRETE MIXES

A. Job-Site Mixing: Mix materials for concrete in appropriate drum type batch

match mixer. For mixers of one cu. Yd., or small capacity, continue mixing at

least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer,

before any part of batch is released. For mixers of capacity larger than one cu.

Yd., increase minimum 1-1/2 minutes of mixing time by 2.5 minutes for each

additional cu. yd., or fraction thereof.

B. Provide batch ticket for each batch discharged and used in work, indicating

project identification name and number, date, mix type, mix time, batch quantities,

and amount of water introduced.

C. Ready-Mix Concrete: Comply with requirements of ASTM C94, and as herein

specified.


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D. During hot weather, or under conditions contributing to rapid setting of concrete,

a shorter mixing time than specified in ANSI/ASTM C94 may be required.

E. When air temperature is between 85°F (30°C) and 90°F (32°C), reduce mixing

and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is

above 90°F (32°C), reduce mixing and delivery time to 60 minutes.

3.2 CONSISTENCY

A. Assure concrete is of such consistency that it will flow around reinforcing steel,

but individual particles of the coarse aggregate, when isolated, show a coating of

mortar containing its proportionate quantity of sand. The consistency of the

concrete will be gauged by the ability of the equipment to properly place the

concrete in its final position and not by the difficulty in mixing or transporting.

Use the minimum quantity of mixing water necessary to provide workability

within the ranges of slump specified.

3.3 MIXING

A. Thoroughly mix concrete to assure a uniform distribution of the materials

throughout the mass. Mix concrete only in quantities required for immediate use

and place it within the time limits specified. Waste all concrete which initial set

has begun. Retempering of concrete is prohibited. Aggregates, or bags of cement

containing lumps or crusts of hardened material shall not be used. Mix concrete

in an approved truck mixer meeting the requirements of ASTM C94 herein.

B. The capacity of the plant and the transportation equipment must ensure delivery at

a rate that will permit proper handling, placement and finishing at the point of

delivery. Maintain the concrete delivery rate to provide for the continuous

operation of placing, handling and finishing concrete as is practical. Maintain the

interval between delivery of loads so that layers or lifts of concrete in place do not

harden before succeeding layers or lifts are placed. In general, no lift or layer of

concrete can remain exposed for more than 20 minutes before being covered by

fresh concrete.

C. The volume of mixed concrete in the mixing drum shall not exceed the

manufacturer's rating, on the capacity plate.

D. During freezing weather, other approved methods of measuring water will be

permitted.

E. A recording water metering device is always required at the primary point of the

batching operation.


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F. Do not add water to concrete in transit. Water may be introduced into the mixer at

the job site under direction of the Engineer, if the specified water-cement ratio is

not exceeded. Water must be added in accordance with ASTM C94, Assure the

drum revolves continuously after the introduction of the cement and water until

the concrete is discharged.

G. Begin mixing immediately after introduction of the cement and water and

continue for at least 70 revolutions of the drum at mixing speed. This minimum

revolution count will be waived when the concrete is produced at a central mixing

plant. Not more than 100 drum revolutions can exceed 6 revolutions per minute.

All other revolutions must be at agitating speed of not less than 2 or more than 6

revolutions per minute.

H. Discharge the concrete at the job and place in its final position within 1- 1/2 hours

after the introduction of the mixing water and cement. When the air temperature is

90°F (30°C) or above, place the concrete in its final position within 1 hour after

the introduction of the mixing, water and cement. Concrete mixes with an

approved set retarding admixture may be held an additional ½ hour beyond limits

specified above.

I. No mixed or agitated concrete that has remained in the drum of the truck mixer

more than 10 minutes without agitation can be used. If the Engineer determines

the concrete has not suffered any detrimental effects. It may be used, after

remixing for a minimum of 20 revolutions of the drum at mixing speed, if it can

still be placed in the forms within the specified time limits.

J. Provide a revolution counter on each truck that registers the number of

revolutions of the drum.

K. Mount the counter so it can be easily read by both the operator and the Engineer.

3.4 PLACING CONCRETE

A. Thoroughly compact concrete into its final position. Assure it is thoroughly

consolidated around fittings and embedded items. Assure all reinforcement and

embedded items are accurately placed as shown on the plans and are clean and

free from coatings of dried mortar, detrimental rust, scale, oil or foreign matter.

Place concrete meeting the applicable requirements of Sections 02528 and 02529.

3.5 CURING CONCRETE

A. Thoroughly cure concrete surfaces subject to premature drying by covering as

soon as possible with canvas, plastic sheets with sealed joints, burlap and sand or

other satisfactory materials and keep concrete moist. If the concrete surfaces are

not covered, keep them moist by flushing or sprinkling. Continue curing for at


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least 7 days after placing the concrete. Concrete surfaces placed against forms

may be cured by leaving the forms in place for at least 7 days, when approved.

B. Protect concrete against freezing or other conditions detrimental to strength

development meeting the applicable requirements of this specification.

C. To aid finishing, side forms on ornamental work, curbs and sidewalks, railing and

parapets may be removed after 12 hours, not to exceed 48 hours, depending on

weather conditions. Continue moist curing during the concrete finishing operation.

D. Untreated forms and existing concrete must be kept continuously wet for at least 1

hour before any concrete is placed. Keep wet until covered with concrete except

that adequately treated forms must be thoroughly washed with a water spray

immediately before placing the concrete.

E. The curing of concrete, by either water curing or membrane curing, must be as

follows unless otherwise approved by the Engineer.

1. Water Curing

a. Keep all concrete top surfaces continuously moist after finishing,

with a fine water spray, until the concrete has set. Cover the moist

concrete with water or an approved curing covering.

b. Cure concrete deck slabs and concrete floors for at least 7 days.

Cure by placing burlap, cotton mats or other absorptive material as

close behind the finishing operation as possible without marring

the finished surface. Keep the absorptive material continuously

moist for the full time it is used. The absorptive material may be

kept in place for the entire curing period or it may be removed as

soon as practical and the entire surface covered with approximately

1-1/2 inches (38.1 mm) of sand, kept continuously moist for the

entire curing period.

c. Remove forms and repair surface irregularities without interfering

with any of the curing requirements. As soon as the vertical forms

have been removed and the surface irregularities repaired, cover

the concrete with absorptive material, kept continuously wet for

the balance of the curing a period.

2. Impervious Membrane Curing

a. Assure membrane curing compounds are delivered to the job in the

manufacturer’s original container, clearly labeled to show the

name of the manufacturer and the contents. The clear curing


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compound must be sufficiently transparent and free from

permanent color that would change the color of the natural

concrete. Use clear compound containing a fugitive dye having

color sufficient to render the film visible on the concrete for at

least 4 hours after application. The concrete surface must maintain

its natural color after curing.

b. Use a compound ready for use as shipped by the manufacturer.

Dilute following the manufacturer's recommendations. Use curing

compound only with written approval. Sampling will not be

required if manufacturer's certification is available. Apply the

curing compound under pressure with a spray nozzle to cover the

entire exposed surface thoroughly and completely with a uniform

film not exceeding manufacturer's specifications. Maintain the

required pressure in the spray machine to force the material to

leave the nozzle in a fine mist. Keep all concrete surfaces moist

with a fine water spray or with wetted burlap until the sealing

compound is applied. Keep the curing compound application close

to the finishers of the top surface of concrete at all times. Seal the

concrete immediately after the finishing operations have been

completed, to the satisfaction of the Engineer.

c. If it is necessary to allow workers or equipment on the surface

before the 7 day curing period is completed, cover the top surface

of sealed concrete with a protective cushion for runways. Use a

cushion consisting of a moist, 1 –inch (25mm) minimum thick

layer of fine sand, or layers of moist burlap that will prevent

damage to the finished concrete. Cover the approved cushion with

four by eight foot sheets of 3/4 inch(19mm) plywood laid over the

cushion. Do not place the cushion material for at least 8 hours after

the final application of the curing compound. Obtain the Engineer's

written approval for any other proposed cushion material before

use. Layers of plastic, visqueen or canvas are not an acceptable

cushion material.

d. Keep concrete, which has not completed its curing period,

continuously moist during the stripping and surface repair

operations. Remove all surface irregularities, repair all depressions,

voids or holes, including those formed by trapped air, to the

satisfaction of the Engineer. Immediately apply the curing

compound before the surface has had an opportunity to dry out.

Keep concrete, from which forms have been stripped, continuously

moist until surface repair and finishing are completed and the

impervious membrane curing has been applied.


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3.6 WEATHER AND NIGHT LIMITATIONS

A. General

1. Stop concreting operations when darkness prevents obtaining the specified

placing, and finishing work. Night operations may be conducted with

written approval and when approved artificial lighting is provided.

2. Cold weather concreting is governed by ACI 306 unless otherwise

specified herein. Hot weather concreting methods is governed by ACI 305

unless otherwise specified herein. Except by specific written authorization,

stop concreting operations when a descending air temperature in the shade

and away from artificial heat falls below 40°F (4°C), or do not resume

until an ascending air temperature in the shade and away from artificial

heat reaches frozen foundation course or subgrade.

3. Assume all risk of placing concrete in cold weather. Placing concrete

during cold weather does not relieve the Contractor of the responsibility

for obtaining the specified results. Remove and replace all concrete

injured by frost at Contractor expense.

4. Before any concrete is placed, remove all ice, snow and frost completely

from the formwork receiving the concrete.

5. Heating and Placing Concrete

a. When concreting is authorized during cold weather, assure

concrete temperature meets ASTM C94.

6. Protection of Concrete

a. During the curing period, if the air temperature is anticipated to fall

below 32°F (0°C, provide an approved blanket type insulating

material along the work for covering all concrete that has been in

place for 7 days or less. If, at any time, the ambient temperature

drops to 32°F(O°C) or less, protect the concrete using a method

approved by the Engineer. The minimum method of protection

under such conditions is as follows: between two layers of plastic

sheeting, the insulating materials, with the exception of

commercial blankets, must be spread loosely to a minimum depth

of 6 inches (150mm), but in all cases, to the depth required to

prevent freezing of, or frost damage to, the concrete. Maintain the

blanketing material at least until the end of the regular specified

curing, period which is not less than 7 days. The Engineer may

direct leaving the blanketing material in place for an additional


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period if the recorded temperatures indicate that additional curing

may be necessary. If during the construction period the mean daily

temperature is expected to fall below 40°F(4°C) for 3 consecutive

days, furnish approved heating enclosures and devices capable of

maintaining the surface temperature of the concrete in place

between 55°F (13°C) and 80°F (26°C). The curing, period under

these conditions is 7 days when Type I-II cement is used and 5

days when a pre-approved "high early strength" mix is used. At the

close of the curing period, the heat may be reduced so that the

temperature inside the housing does not decrease faster than 15°

per hour until the temperature inside the housing is the same as

outside.

b. A Contractor may, at their own expense, field cure concrete

cylinders with their in-place concrete and discontinue protection

when those field cylinders reach 70 percent of design strength as

indicated by the 28 day requirement of these specifications.

c. Perform all concrete protection using methods consistent with

ACI-306-1-87 and approved by the Engineer.

3.7 TESTING

A. All concrete must be tested by an ACI Grade I or equivalent certified testing

technician. Unless otherwise specified, the engineer shall be responsible for all

acceptance testing during the on-site placement of the concrete.

1. Materials

a. The Engineer or their representative must have access to the ready

mix production facility for sampling constituent materials during

production to assure the materials meet these specifications and

represent those stated on the approved mix design.

2. Standard Slump Tests

a. The Engineer shall , during each day's placement, check the

consistency of the concrete by slump test. A slump test will also be

made each time that strength specimens are made . Slump tests are

performed meeting ASTM C143"Method of Test for the Slump of

Portland Cement Concrete".


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3. Compression Tests

a. A minimum of three specimens, 6 inch (150 mm) in diameter or 4

inch(100 mm) , shall be made and tested for every concrete

placement. Mold and test one set of test cylinders for every 100

yards (76.5 cubic meters) of concrete or fraction thereof placed

each day. On a given project, if the total volume of concrete is

such that frequency of testing required above would generate less

than 5 strength tests for a given class of concrete, make tests from

at least 5 randomly selected batches or from each batch if fewer

than 5 batches are used. Cure these cylinders under laboratory

conditions except that additional test cylinders cured entirely under

field conditions may be required by the Engineer to check the

adequacy of curing and protection of the concrete.

b. Take samples for strength tests in accordance with ASTM C172,

entitled "______________.

c. Mold test cylinders and laboratory-cure in accordance with ASTM

C31. Test cylinders in accordance with ASTM C39, entitled "

"Method of Test for Compressive Strength of Cylindrical Concrete

Specimens", ASTM C39, using an independent testing laboratory,

as approved by the Engineer.

d. Of each of the 3 cylinders take for a pour, test 1 for information

strength at 7 days and test 2 for acceptance strength at 28 days. To

meet this specification, average strength of two cylinders from the

same sample, tested at 28 days or the specified earlier age, is

required for each strength test. Strength level of an individual class

of concrete is considered satisfactory if both of the following

requirements are met:

1) The average of all sets of 3 consecutive tests equal or

exceed the specified strength.

2) No individual strength test (average of two cylinders) falls

below specified strength by more than 500 psi (3400 kPa).

e. Cure field cured cylinders under field conditions meeting Section

7.4 of "Method of Making and Curing Concrete Test Specimens in

the Field" (ASTM C31).

f. Mold field cured test cylinders at the same time and from the same

samples as laboratory cured test cylinders. Improve procedures for

protecting and curing concrete when strength of field cured

cylinders at the test age designated for measuring specified


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strength is less than 85 percent of that of companion laboratory

cured cylinders. When laboratory cured cylinder strengths are

appreciably higher than the specified strength, field cured cylinder

strengths need not exceed the specified strength by more than 500

psi (3400 kPa) even though the 85 percent criterion is met.

g. The strengths of any specimens cured on the job are to indicate the

adequacy of protection and curing of the concrete and may be used

to determine when the forms may be stripped, shoring removed or

the structure placed in service. When the strengths of the job cured

specimens are below those specified above, the Contractor must

improve the procedures for protecting and curing the concrete.

h. When concrete fails to meet the requirements above or when tests

of field cured cylinders indicate deficiencies in protection and

curing, the Owner's representative may order tests on the hardened

concrete under Chapter 17.3 of ACI-301-84 or order load tests in

Chapter 20 of the ACI Building Code (ACI 318-83) for that

portion of the structure where the questionable concrete has been

placed. In the event the load or core tests indicate that the structure

is unsatisfactory, make all modifications as directed by the

Engineer to make the structure sound. If the load or core tests

indicate the concrete is satisfactory, all cost of testing shall be paid

by Owner.

4. Air Content Tests

a. The Engineer shall during each strength test, check the air content

by either the "Method of Test for Air Content of Freshly Mixed

Concrete by the Pressure Method" (ASTM C23 1), "Method of

Test for Air Content of Freshly Mixed Concrete by the Volumetric

Method" (ASTM C173) or "Method of Test for Unit Weight, Yield

and Air Content (Gravimetric) of Concrete" (ASTM C138)

5. Temperature

a. Test hourly when air temperature is 40°F (4°C) and below, and

when 80°F (27°C) and above; and each time a set of compression

test specimens is made.


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PART 4: MEASUREMENT AND PAYMENT

4.1 GENERAL

A. The method of measurement and basis of payment is as outlined in the

specifications for the various items of concrete work.

4.2 REQUIRED SUBMITTALS

A. The following are submittals required to become an approved source of supply for

Portland Cement concrete placed in the City right-of-way:

1. Complete concrete mix design meeting all specification requirements.

Meet the Mix proportions specified in ACI 301, Chapter 3. Submittals will

include the following:

MIX PROPORTIONS

-cement in lbs (kgs) ........ Type and source of supply

-coarse aggregate ........... Size and source of supply

-fine aggregate ............. Source of supply

-water, gallons(liters) ...... City or well

-admixtures,oz/yd3(g/M3) .... Brand and description*

*description as retarder, accelerator, air entraining, etc.

B. MATERIALS INFORMATION

1. Specific gravity (bulk s.s.d. Basis) of coarse and fine aggregate and 1

percent absorption-coarse aggregate unit weight (dry-rodded)-ASTM C33

quality tests including the following:

a. Fine aggregate

1) gradation AASHTO, T27 and T11 deleterious substances

soundness (AASHTO T104) organic impurities (AASHTO

T21) mortar-making properties (AASHTO T71)

b. Coarse aggregate

1) deleterious substances gradation (AASHTO T27 and T11)

soundness (AASHTO T104) percentage of wear (AASHTO

T96)

c. Current chemical analysis of mixing water (if well)


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d. Current cement mill analysis

2. CONCRETE MIX DATA

a. slump

b. % air

c. unit weight

d. 7 and 28 day compressive strength

3. VARIATIONS

a. The following variations will be cause for submittal of a new mix

design.

1) Change of aggregate source

2) Change of cement content

3) Addition or exclusion of certain admixtures including, but

not limited to, pozzolans, accelerators, retarders and water

reducers

4) Change in aggregate size

5) Change in type of cement

6) Failure to attain strength requirements as outlined in ACI

214 or ASTM C94

b. A variation in any of the following will require 'Informing the City

Engineer and possibly data indicating acceptability for use in

existing mix designs.

1) Change of cement supplier

2) Change of admixture brands or dosages (not types)

3) Minor adjustments of aggregate proportions accompanying

materials changes or to accommodate placement conditions

(same w/c ratio)

C. Certification of Ready Mixed Concrete Production Facilities

1. Concrete producers are to allow access to their facilities by Engineeror

their representatives for inspecting their facilities and/or sampling

materials. All facilities should meet the requirements of the "National

Ready-Mix Concrete Association" check list for concrete production

facilities.


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2. Items directly affecting a facility's ability to properly proportion, transport

and deliver concrete may be reason for disqualifying that facility as a

source of supply until such deficiencies are corrected. Examples would

include cement and aggregate scales that will not accurately weight

materials or mixer units that will not thoroughly mix concrete materials.

D. The following chart indicates the submittal frequency for each item required for

approval as a source of supply.

TABLE 4.1

SUBMITTAL FREQUENCY

SUBMITTAL FREQUENCY

Monthly Twice Yearly Other

1- Complete mix design (See Item 1, No 4)

2. Aggregate gradations X With mix design

3. L.A. Abrasion With mix design

4. Soundness With mix design

5. Deleterious substances With mix design

6. Water quality (if well) X

6a. Cube strengths and time

of set With mix design

7. Cement mill certificates X

8. Organic Impurities With mix design

9. Inspection of facilities As indicated Note: The above chart applies to the first year of this program. Frequency of submittals may

change as dictated by variations of test data.

END OF SECTION

PART V SPECIAL PROVISIONS

1. Definitions 2. Location and Scope 3. Contract Documents 4. Pre-Bid Conference and Site

Inspection 5. Pre-Award Conference 6. Project Award 7. Project Meetings 8. Project Funding 9. Insurance 10. Certificates of Insurance 11. Submittals 12. Project Schedule and Closure

Phasing 13. Liquidated Damages 14. Construction Requirements 15. Construction Surveys 16. Engineering Interpretations 17. Disputes 18. Environmental Protection 19. Environmental Permitting – Work

Within Gird Creek and Wetlands 20. Sanitary Facilities 21. Materials Testing and Quality

Control 22. Asphalt Binder 23. P-401 Asphalt Mix Pavement

Testing 24. Geotechnical Information 25. Gravel Pit Aggregate Sources 26. Equipment Weight 27. Use of Completed Portions 28. Existing Farm Fence and Gates

Demolition 29. Clearing and Grubbing 30. Pulverized Asphalt, Place and

Salvage

31. Topsoil Stripping, Stockpiling, And Placing

32. Unclassified Excavation and Embankment Or Disposal Off-Site

33. Unsuitable Excavation and Embankment

34. Subgrade Stabilization 35. Edge Drains 36. Runway End Monuments 37. Tie-Down Anchors 38. Trench Drain Outfall 39. Random Riprap – Class I 40. Underground Utilities 41. Utility Service Modifications by

Others 42. Electrical Demolition 43. Electrical / Utility Troubleshooting 44. Electrical Vault 45. Electrical Enclosure / Vault

Equipment 46. L-821 Lighting Control Panel 47. Spare Bulbs / Globes / Frangible

Couplings 48. Paint Removal 49. Seal Coating 50. Fence Tie-Ins 51. Septic Tank Protection 52. Tree Removal and Reclamation 53. Airport Manager Topsoil

Relocation 54. Coordination with Adjacent

Landowners 55. Nearby Landowner as Possible

Aggregate Source / Waste Site 56. Sweeping 57. Mulching

SPECIAL PROVISIONS PAGE 1

SPECIAL PROVISIONS The following Special Provisions are hereby made a part of this contract and shall supplement and/or supersede any articles of these Specifications in conflict therewith. Any subsequent Addenda issued after these Specifications have been prepared shall supplement and/or supersede any article of these Specifications. 1. DEFINITIONS

Herein where the term FAA is used, it shall be understood as the Federal Aviation Administration. Herein the Owner for the Ravalli County Airport shall be understood to be Ravalli County, Montana. Herein the Sponsor for the Ravalli County Airport shall be understood to be the Ravalli County, Montana. Herein the Engineer shall be understood as Robert Peccia and Associates, of Helena, Montana. 2. LOCATION AND SCOPE

a. Airport Location: The Ravalli County Airport (6S5) is located approximately one mile east of Hamilton, Montana in Ravalli County. Calculations for State of Montana and Federal Davis-Bacon wage rates shall use 49 miles as the travel distance from the Missoula County Courthouse in Missoula, MT to the center of the job site at the Ravalli County Airport.

b. Scope: The major elements of work include:

BASE BID:

Construct new Runway 17-35; Construct Connecting Taxiways (A1, A2, A4) and Partial Parallel Taxiway A; Rehabilitate Main Apron (approx. 900’ x 200’); Rehabilitate / Construct Hangar Access Taxilanes (C) – north end; Reconstruct Taxiway B – north B1 to B4. Rehabilitate and Narrow Parallel Taxiway (Taxiway B – from existing Runway 16-34) and

Connectors (B1, B2, B3, B4, and B6); Pavement Maintenance on Taxiway B south of A4 and portions of Taxiways B6, D, E & B2 Drainage Improvements Install Medium Intensity Runway Lighting (MIRL); Install Medium Intensity Taxiway Lighting (MITL); Install Precision Approach Path Indicators (PAPI’s) – RW 17 and 35; Install L-807 Lighting Windcone and Segmented Circle; Install L-806 Supplemental Windcones – RW 17 and 35; Construct / Install Electrical Enclosure & Equipment; Hangar Access Road and Parking Area – to be constructed with salvaged gravel and millings; Construct / Install Wildlife Exclusion Fence; and Obstruction Removal

ADDITIVE ALTERNATE #1:

Construct Apron Expansion – East Apron (approx. 500’ x 225’); Reconstruct from existing Runway Taxiway B ~1500’ East of apron area; and Construct Taxiways C1/E and B2/F.

SPECIAL PROVISIONS


Construct Taxiways B1/E, B4 and C.


Reconstruct Apron Area near Hangar Café and Taxiway F


Reconstruct North Apron Area.

3. CONTRACT DOCUMENTS

a. Specifications: As itemized by this document.

b. Plans: The Plans for this project are bound separately and are considered an integral part of these Contract Documents. The plan sheets are sized at 11” x 17”.

After bidding, up to fifteen (15) copies of each of the Specifications and Plans (11” x 17”) will be available to the Contractor upon request. Additional copies may be obtained at the cost of reproduction.

4. PRE-BID CONFERENCE AND SITE INSPECTION

All bidders should satisfy themselves as to the construction conditions by personal examination of the site of the proposed work, and any other examination that they may desire to make, as to the nature and condition of the construction that will be encountered. Potential bidders are encouraged to visit the job site and contact the Engineer (406-447-5000 or [email protected]) with any questions about the project, construction scheduling, interpretation of the Contact Documents, Construction Plans, Specifications, etc. A pre-bid conference will be held on June 4, 2020 at 1:30 p.m. at the Ravalli County Airport. Attendance is optional but highly recommended. The following items, at a minimum, will be discussed:

a. A summary of all work items involved in the project.

b. Proposed closure phasing and associated work items.

c. A summary of the bid proposal documents, including DBE requirements, EEO requirements, Buy American requirements, and wage rate determinations.

d. A summary of the scheduling required between the Contractors’ work schedule and the Airports’

operations. e. Interpretation of the Plans and Specifications. f. The pre-bid conference will be concluded with a question and answer session and a tour of the

project area.

Additionally, the Engineer and RPR will be on-site on June 10, 2020 from 10:00 a.m. to 3:00 p.m. for additional questions and site visits. No formal presentation will be made at this time, but potential bidders are encouraged to utilize this time to visit the site and ask additional questions.


5. PRE-AWARD CONFERENCE

The Bidder submitting what appears to be the lowest qualified bid may be required to complete a phone conference with the Owner and/or the Engineer prior to the award of the contract so the Owner can assess the bidder’s ability to complete the work. The following points will be considered in particular:

a. The Contractor's manpower, skilled labor, facilities, and equipment available for work.

b. List of proposed Subcontractors.

c. The Contractor’s proposed schedule of operations and closure phasing work items, demonstrating the ability to complete the Contract requirements using their available manpower and equipment.

d. The Contractor’s interpretation of the Contract Documents, Plans, and Specifications.

e. The low bidder must complete the FAA’s Buy American requirements and receive FAA approval before the contract can be awarded.

i. If the bidder proposes to use only steel, materials, and manufactured products that are

excepted, are of 100% US origin, or included on the Nation-wide Buy American waiver list, he should check the “will comply” box in the Buy American section of the Proposal. All submittals for non-excepted materials will be rejected if compliance is not documented at the time of submittal.

ii. If the bidder proposes to meet the Buy American provisions with a Type 3 Waiver, the “cannot comply” box must be checked in the Buy American section of the Proposal, and a Type 3 Waiver request must be completed and approved by the FAA before contract award. All submittals for non-excepted materials must document the percentage of US origin to be at least equal to the approved plan, or the materials submittal will be “returned for correction.”

iii. If the bidder proposes to use a Type 1, 2, or 4 waiver, the process initiated in the pre-bid

stage will be allowed 2 weeks beyond the date of bid opening to be approved by the FAA. If the waiver request is not FAA-approved by 14 days after the bid opening, the Owner reserves the right to declare the bidder “non-responsive” and move on to the next lowest bidder.

Should the conference indicate that the Contractor does not appear to be able to properly undertake the work, has not properly familiarized himself with the Contract Documents, Plans and Specifications, has incomplete and/or untimely fulfillment of the Buy American provisions, the Owner reserves the right to reject the bid of this Contractor and to consider the next Bidder. 6. PROJECT AWARD

The Contract will be awarded, based on Owner and FAA funding, to the lowest qualified responsive and responsible Bidder complying with these instructions and with the Advertisements for Bids. The lowest bid shall be determined on the basis of the lowest Base Bid or, if applicable to the lowest combination of Base Bid and Additive / Deductive Alternatives accepted in consecutive order. The Owner reserves the right to reject any or all Proposals or to waive any formality or technicality in any Proposal in the interest of the Owner. No Bidder may withdraw his Proposal for a period of 120 days the date of the opening thereof.

SPECIAL PROVISIONS

7. PROJECT MEETINGS

a. Preconstruction Conference: After the Contract has been awarded, but before the start of construction, a preconstruction conference will be held at a time and place mutually agreed to by all involved parties. The conference shall be attended by the following: the Contractor and his superintendent; the principal subcontractors; representatives of principal suppliers and manufacturers, as appropriate; the Engineer; Representatives of the Owner, Representatives of the FAA; and others as appropriate. Unless previously submitted, the Contractor shall bring the following submittals to the conference: proposed construction schedule; schedule for submitting shop drawings and other submittals; and preliminary payment schedule. Work shall not start prior to the Engineer’s receipt of these submittals.

b. Progress Meetings: Progress meetings shall be held monthly, at a minimum, to review progress

and requests for payment, maintain coordination, update and modify scheduling requirements, and resolve any problems that might develop. The Engineer shall preside at the meeting.

c. Safety Meetings: At any time when construction practices are potentially hazardous by the Airport Owner, Engineer, Construction Superintendent, or other involved party, the Contractor shall suspend the questionable work until a safety meeting is held. The Contractor shall preside at the meeting.

8. PROJECT FUNDING

This project is to be built with funds from the Owner and the FAA. It is anticipated that the Owner will receive two grants from the FAA for the proposed improvements. Award of the contract is contingent upon FAA funding. 9. INSURANCE

The most current version of the EJCDC (Engineers Joint Contract Documents Committee) General Conditions is hereby incorporated by reference for use in connection with this Special Provision only. Without limiting any of the other obligations or liabilities of the CONTRACTOR, CONTRACTOR shall secure and maintain such insurance from an insurance company (or companies) authorized to write insurance in the State of Montana, with minimum “A.M. Best Rating” of A-, VI, as will protect the CONTRACTOR, the vicarious acts of subcontractors, the OWNER, the ENGINEER, the Engineer’s Consultants, and the respective directors, officers, partners, agents, employees and other consultants and subcontractors of each and any of all such additional insured’s from claims for bodily injury (including sickness, disease and mental anguish), death and property damage which may arise from operations and completed operations under this Agreement. CONTRACTOR shall not commence work under this Agreement until such insurance has been obtained and certificates of insurance, with binders, and certified copies of the insurance policy shall have been filed with the OWNER and the ENGINEER. All insurance coverage shall remain in effect throughout the life of the Agreement, except that the CONTRACTOR shall maintain the Commercial General Liability Policy including product and completed operations coverage for a period of at least one year following the substantial completion date for property damage resulting from occurrences during the agreement period. A. Contractor’s Liability Insurance Add the following new paragraphs immediately after Paragraph 5.04.B:


C. The limits of liability for the insurance required by Paragraph 5.04 of the General Conditions shall provide coverage for not less than the following amounts or greater where required by Law or Regulations:

1. Workers’ Compensation and related coverage under Paragraphs 5.04.A.1 and 5.04.A.2 of the

General Conditions. a. State Statutory b. Applicable Federal (e.g. Longshoremans) Statutory c. Employer’s Liability $1,000,000

2. CONTRACTOR’S General Liability Insurance under Paragraphs 5.04.A.3 through 5.04.A.6 of

the General Conditions which shall include a Commercial General Liability insurance policy based on Insurance Services Office (ISO) Form CG 00 01 12 07 (or 12 04, or 10 01 edition dates). The coverage shall be based on an occurrence form and shall include, but not be limited to, coverage for Premises/Operations, Products/Completed Operations, Personal and Advertising Injury, Subcontractors, and Liability assumed under an insured contract. There shall be no endorsement or modification of the Commercial General Liability policy form that modifies the standard general liability policy arising from pollution, explosion, collapse, underground property damage, subsidence, or work performed by subcontractors. The General Aggregate Limit shall apply separately to each of the Contractor’s projects per the latest edition of Form CG 25 01, CG 25 03, or equivalent.

a. GENERAL AGGREGATE PER PROJECT $3,000,000 b. Products-Completed Operations Aggregate $3,000,000 c. Personal and Advertising $2,000,000 d. Bodily Injury and Property Damage (Each Occurrence) $2,000,000 e. Contractor's Liability Insurance under 5.04.A.3 through 5.04.A.6 may be satisfied by primary

insurance or a combination of primary and excess or umbrella insurance. Primary occurrence limit cannot be less than $1,000,000.00. The deductible, if any, may not exceed $5,000.00 per occurrence on property damage.

f. In addition to other requirements in the General Conditions, Coverage will include at a minimum: 1. Premises - Operations 2. Operations of Independent Contractor 3. Contractual Liability 4. Personal Injury 5. Products and Completed Operations 6. NO additional exclusions that modify the standard ISO Commercial General Liability

policy form CG 00 01 12 07 (or 12 04, or 10 01 edition dates) regarding pollution, explosion, collapse, underground property damage, subsidence, or work performed by subcontractors will be acceptable.

7. Per Project Aggregate Endorsement 3. Automobile Liability under Paragraph 5.04.A.6 of the General Conditions:

a. Bodily Injury: Each Person $2,000,000 Each Accident $2,000,000

SPECIAL PROVISIONS

Property Damage: Each Accident $2,000,000

(or) b. Combined Single Limit $2,000,000 Coverage to be written with a symbol 1 (0ne) any auto basis to Include:

1. All Owned 2. Hired 3. Non-Owned

c. Contractor’s Automobile Liability Insurance under 5.04.A.6 may be satisfied by primary insurance or a combination of primary and excess or umbrella insurance. Primary occurrence limit cannot be less than $1,000,000.00. The deductible, if any, may not exceed $5,000.00 per accident.

4. The Contractual Liability coverage required by Paragraph 5.04.B.3 of the General Conditions shall

provide coverage for not less than the following amounts:

Each Occurrence $2,000,000 Aggregate $3,000,000

Contractual Liability Insurance under 5.04.B. 3 may be satisfied by primary insurance or a combination of primary and excess or umbrella insurance. Primary occurrence limit cannot be less than $1,000,000.00. The deductible, if any, may not exceed $5,000.00 per occurrence.

5. OWNERS and CONTRACTORS Protective Policy - Purchased By CONTRACTOR:

In addition to the insurance required to be provided by Contractor under paragraph 5.04.A.1 through 5.04.A.6 inclusive, Contractor shall purchase and maintain a separate Owners and Contractors Protective Policy (OCP) to protect Owner against claims which may arise from operations under the Contract Documents, with limits of liability as specified below. The policy must be in the name of the Owner. This liability insurance shall include as additional insureds the Engineer and the Engineer’s Consultants, and include coverage for the respective directors, officers, partners, employees, agents and other consultants and subcontractors of all such additional insureds.

a. General Aggregate $2,000,000 b. Each Occurrence (Bodily Injury and Property Damage) $1,000,000 The OCP policy shall remain in effect until completion of the project and final payment is made to the Contractor and all times thereafter when the Contractor may be correcting, removing, or replacing defective Work in accordance with Paragraph 13.07 of the General Conditions. The insurance policy will contain a provision or endorsement that the coverage afforded will not be cancelled, materially changed or renewal refused until at least forty-five (45) days prior written notice has been given to Owner and to each other additional insured (and the certificates of insurance furnished to Owner and each other additional insured will so provide).

6. Additional Insured’s:

The CONTRACTOR’S insurance coverage shall name the OWNER, and ENGINEER and Engineer’s Consultants and applicable landowners (if any) as an additional insured under Commercial General Liability, Automobile Liability and Excess or Umbrella policies. A list of the additional insureds for this project is contained in the Special Provisions.


a. With respect to insurance required by paragraphs 5.04.A.3 through 5.04.A.6, inclusive, include the following as additional insureds on a primary, non-contributory basis. Use the following Additional Insured Endorsements:

ENTITY FORM Owner – Ravalli County, Montana

use Additional Insured Endorsement; CG 20 10 11 85 or combination of CG 20 10 10 01 & CG 20 37 10 01 or CG 32 87 05 10 & CG 32 90 05 10 Montana only – or subsequent editions; Additional insured must include On-going Operations as well as Completed Operations.

Engineer – Robert Peccia and Associates

use Additional Insured Endorsement; CG 30 32

b. With respect to the Owner’s and Contractor’s Protective Policy (OCP) insurance required by

paragraph SC-5.04.C.5, include the following as additional insureds. Use the following Additional Insured Endorsement:

ENTITY FORM Engineer – Robert Peccia and Associates

use Additional Insured Endorsement; CG 30 31

B. Cancellation Notice Amend paragraph 5.04.B.4 of the General Conditions by striking out the words “30 days” and replacing them with the words “45 days” and as so amended paragraph 5.04.B.4 remains in effect. C. Property Insurance Delete Article 5.06.A of the General Conditions in its entirety and insert the following in its place:

1. CONTRACTOR shall purchase and maintain property insurance upon the work at the site in the amount of the full replacement cost thereof (subject to such deductible amounts as may be provided in these Supplementary Conditions or required by Laws and Regulations). This insurance shall: a. Include the interests of OWNER, CONTRACTOR, Subcontractors (All Tiers – Contractor to

list Subcontractors), ENGINEER, ENGINEER’S Consultants, and any other persons or entities identified in the Special Provisions, each of whom is deemed to have an insurable interest and shall be listed as an insured or additional insured;

b. Deductible may not exceed $10,000 unless approved by an appropriate change order.

c. be written on a Builder’s Risk special causes of loss policy form that shall at least include insurance for physical loss and damage to the Work, temporary buildings, false work and Work in transit and shall insure against at least the following perils: fire, lightning, extended coverage, theft, vandalism and malicious mischief, earthquake, collapse, debris removal, demolition occasioned by enforcement of Laws and Regulations, water damage, and other perils as may be specifically required by the Supplementary Conditions;

d. include expenses incurred in the repair or replacement of any insured property (including but not limited to the fees and charges of engineers and architects);

e. cover materials and equipment in transit for incorporation in the Work or stored at the site or at another location prior to being incorporated in the Work, provided that such materials and equipment have been included in an Application for Payment recommended by ENGINEER;

SPECIAL PROVISIONS

f. be endorsed to allow occupancy and partial utilization of the Work by OWNER; g. include testing and start-up; and h. be maintained in effect until final payment is made unless otherwise agreed to in writing by

OWNER, CONTRACTOR, and ENGINEER with forty-five days written notice to each other additional insured to whom a certificate of insurance has been issued.

i. CONTRACTOR and subcontractors shall be responsible for any deductible or self-insured retention based on fault.

j. The policies of insurance required to be purchased and maintained by CONTRACTOR in accordance with this Article 1.C shall comply with the requirements of Paragraph 5.06.C of the General Conditions.

k. The policies of insurance required to be purchased and maintained by CONTRACTOR in accordance with this Article 1.C shall comply with the requirements of GC-5.06.C. The qualifications of the insurance company shall comply with the requirements of Article 1 of these Supplementary Conditions.

10. CERTIFICATES OF INSURANCE

The Contractor is responsible for providing the Owner with copies of Certificates of Insurance (with all binders) as discussed in Paragraph 5.03.A of the EJCDC General Conditions, and certified copies of the insurance policies.

a. Failure of Owner to demand such certificates or other evidence of full compliance with the insurance requirements outlined in the EJCDC General Conditions and RPA Special Provisions, or failure of Owner to identify a deficiency from evidence provided, shall not be construed as a waiver of Contractor’s obligations to maintain such insurance.

b. By requiring the insurance and insurance limits specified, Owner does not represent that coverage

and limits will necessarily be adequate to protect Contractor, and such coverage and limits shall not be deemed as a limitation on Contractor’s liability under the indemnities granted to Owner in the Contract Documents.

11. SUBMITTALS

a. Construction Schedule. Before work is started, the Contractor shall submit to the Engineer for review a schedule of the proposed construction operations, in accordance with General Provision 80-03.

b. Progress Reports. A progress report shall be furnished to the Engineer with each application for

progress payment. If the work falls behind schedule, the Contractor shall submit additional progress reports at such intervals as the Engineer may request.

Each progress report shall include sufficient narrative to describe current and anticipated delaying factors, their effect on the construction schedule, and proposed corrective actions.

c. Survey Data. All field books, notes, and other data developed by the Contractor in performing

surveys required as part of the work shall be available to the Engineer for examination throughout the construction period.

d. Shop Drawings and Engineering Data. Engineering data covering all equipment and fabricated

materials, which will become a permanent part of the work under this contract, shall be submitted to the Engineer for review. These data shall include drawings and descriptive information in sufficient detail to show the kind, size, arrangement, and operation of component materials and devices; the external connections, anchorages, and supports required; performance characteristics; and dimensions needed for installation and correlation with other materials and equipment.


All submittals, regardless of origin, shall be stamped with the approval of the Contractor and identified with the name and number of this contract, Contractor's name, and references to applicable specification paragraphs and Contract Drawings. Each submittal shall indicate the intended use of the item in the work. When catalog pages are submitted, applicable items shall be clearly identified. The current revision, issue number, and date shall be indicated on all drawings and other descriptive data.

The Contractor's stamp of approval is a representation to the Owner and the Engineer that the

Contractor accepts full responsibility for determining and verifying all quantities, dimensions, field construction criteria, materials, catalog numbers, and similar data, and that he has reviewed or coordinated each submittal with the requirements of the work and the Contract Documents.

Where indicated in the equipment schedule section, each submittal shall include a statement

prepared by the originator of the drawings and data, certifying compliance with the Contract Documents except for deviations, which are specifically identified.

All deviations from the Contract Documents shall be identified on each submittal and shall be

tabulated in the Contractor's letter of transmittal. Such submittals shall, as pertinent to the deviation, indicate essential details of all changes proposed by the Contractor (including modifications to other facilities that may be a result of the deviation) and all required piping and wiring diagrams.

The Contractor shall accept full responsibility for the completeness of each submission. In the

case of a resubmission, shall verify that all exceptions previously noted by the Engineer have been taken into account. In the event that more than one resubmission is required because of failure of the Contractor to account for exceptions previously noted, the Contractor shall reimburse the Owner for the charges of the Engineer for additional review. The costs of additional review shall be deducted from the Contractor's progress payments.

Any need for more than one resubmission, or any other delay in obtaining the Engineer's review

of submittals, will not entitle the Contractor to extension of the contract time unless delay of the work is directly caused by a change in the work authorized by a Change Order or by failure of the Engineer to return any submittal within two weeks after its receipt in the Engineer's office.

The Engineer's review of drawings and data submitted by the Contractor will cover only general

conformity to the drawings and specifications, external connections, and dimensions that affect the layout. The Engineer's review does not indicate a thorough review of all dimensions, quantities, and details of the material, equipment, device, or item shown. The Engineer's review of submittals shall not relieve the Contractor from responsibility for errors, omissions, or deviations, nor responsibility for compliance with the Contract Documents.

Four copies of each drawing and necessary data shall be submitted to the Engineer. The Engineer

will not accept submittals from anyone but the Contractor. Submittals shall be consecutively numbered in direct sequence of submittal and without division by subcontracts or trades. Resubmittals shall bear the number of the first submittal followed by a letter (A, B, etc.) to indicate the sequence of the resubmittal.

When the drawings and data are returned marked NOT ACCEPTABLE or RETURNED FOR

CORRECTION, the corrections shall be made as noted thereon and as instructed by the Engineer, and five copies shall be resubmitted.

SPECIAL PROVISIONS

When corrected copies are resubmitted, the Contractor shall in writing direct specific attention to all revisions and shall list separately any revisions made other than those called for by the Engineer on previous submissions.

When the drawings and data are returned marked EXCEPTIONS NOTED, NO EXCEPTIONS

NOTED, or RECORD COPY, no additional copies need be furnished. e. Scales. Section 90-01 of the General Provisions detail scale requirements.

The Contractor shall provide a scales certification, scales person, and numbered weigh tickets for each load delivered to the job site. No separate payment will be made for the work covered under this section of the Specifications, and all costs in connection therewith shall be included in the price bid for related work items.

12. PROJECT SCHEDULE AND CLOSURE PHASING

SCHEDULE

Following the bid opening, the Owner will award the construction contract to complete the improvements subject to the concurrence of the FAA. Award and start of construction are also contingent upon the conclusion of the environmental permitting. The Notice to Proceed with construction of the project will be issued to the Contractor after the FAA concurrence of award of the contract and the approval of the executed contract documents. Start-up can then be coordinated with the Engineer and Owner. The beginning of the contract time is as established in the General Provisions (80-02) of these specifications. If the Contractor exceeds the Contract Time, the Contractor may be assessed liquidated damages. Contract Time for this project is hereby established at 153 calendar days for the Base Bid, with an additional 28 calendar days for Additive Alternate #1 and an additional 17 days for any combination of remaining Additive Alternates awarded. No additional calendar days will be awarded for subsequently awarded Additive Alternates. All work under (including Base Bid and any awarded Additive Alternative) shall be substantially completed by November 1st in the calendar year 2021. Substantial completion shall include all project improvements excepting final paint application, and seeding, fertilizing, and mulching. The Contractor shall retain the necessary calendar days to complete those items.

CLOSURE PHASING

Closure phasing shall be in accordance with the Construction Safety Phasing Plan. It is the intent of the Owner to allow for total closure of the airport from the date listed on the Notice to Proceed for a period of three weeks within Closure Phase I. The airport will then be opened for operations during the Phase II Closure; however, work shall continue on other items in accordance with the Construction Safety Phasing Plan and Construction Drawings. Phase III will consist of total airport closure, beginning on July 9, 2021. It is anticipated that rehabilitation/reconstruction of the existing pavements will occur during this phase.

Closure Phase Beginning Date Duration / Ending Date Closure Phase I Date of Notice to Proceed 21 Calendar Days Closure Phase II Date of Notice to Proceed July 8, 2021 Closure Phase III July 9, 2021 November 1, 2021


Short-term closures during Closure Phase II will be considered by the Owner upon request. Closures that do not impact scheduled flights may be granted. Additionally, haul routes and excavation crossing approaches (but outside of the Runway Safety Area) will be considered within the terms of the Construction Safety and Phasing Plan (including, but not limited to, requirements of radio monitoring, haul route “guards”, etc.). If the Contractor can begin work in 2020 a winter shut-down will be granted upon request, subject to the overall construction contract period and closure phasing above. All existing pavements shall be operational throughout the duration of any winter-shut down. Because of the many variables of closing access points in the hangar and terminal area, locations temporary closures (traffic delineators / low level barricades) were not specified on sheet G004 of the Construction Plans. The Contractor is responsible for closures necessary to safely separate the public and airport users from areas of construction or staging. All overnight closures require lighted barricades.

13. LIQUIDATED DAMAGES

Subject to the provisions of the Contract Documents, the Contractor will be assessed liquidated damages, upon failure to complete the work in the time specified. The liquidated damages shall include compensation to the Owner for non-use and for the unscheduled employment of the Engineer. 153 calendar days for the Base Bid, 28 additional calendar days for Additive Alternative #1 and 17 days for any remaining Additive Alternates awarded have been allotted in the Contract. No additional calendar days will be allotted for any subsequently awarded Additive Alternatives. The project schedule shall be limited to the Closure Phasing as listed above in Project Schedule and Closure Phasing. Work beyond the allotted time or closure phasing will be subject to Liquidated Damages to be paid to Ravalli County as described below. A. As compensation for non-use, the Contractor shall be assessed liquidated damages in the amount of:

$3,000 per calendar day for Closure Phase I or III $500 per calendar day for Closure Phase II

B. As compensation for expenses incurred for the unscheduled employment of the Engineer, the

Contractor shall be assessed an additional liquidated damage equal to the expense incurred, for each day that the work remains uncompleted beyond the contract period. The Bidder agrees to pay liquidated damages according to the following hourly rates for the unscheduled employment of the Engineer necessitated by the Contractor:

1) Working more than 10 hours per day, more than 50 hours per week, or working Saturdays,

Sundays, or Federal holidays.

2) Furnishing materials or equipment not in conformance with Contract Documents necessitating redesign by the Engineer.

3) Retests by the Engineer of tests that have failed, necessitating work beyond that allotted above.

4) Retests by others for test that require Engineer’s interpretation or presence, which necessitates work beyond that allotted above.

SPECIAL PROVISIONS

5) Repeated review of submittals and shop drawings that have not been approved.

6) Submitting excessive or unreasonable claims requiring Engineer’s review.

7) Working beyond the time of completion established in the Notice to Proceed:

Straight Overtime * Time * > 50 hours/week, and/or > 10 hours/day Project Manager $170.00/hr $170.00/hr Project Engineer $90.00/hr $90.00/hr

* plus out of pocket costs for material, equipment, supplies, transportation and subsistence - at cost.

Payment thereof shall be made by deduction from progress or final payments, per General Provision 80-08. No charge will be made during any time extensions granted in accordance with the terms of Paragraph 80-07 of the General Provisions. 14. CONSTRUCTION REQUIREMENTS

It is not the intent of this section of the specification to provide detailed construction requirements of the Contractor's operations but rather to provide limitations and restrictions within which the Contractor shall schedule his work. Construction operations shall be scheduled to cause the least possible interference with the airport operations subject to the Construction Safety and Phasing Plan, and following restrictions and limitations:

a. Notice: The Contractor shall provide a minimum of 48 hours’ notice to the Engineer of his desire to perform construction within each area, so that the required Notice to Airmen (NOTAM) can be issued; and shall begin operations within these areas only upon receipt of authorization from the Engineer. The Owner will notify the necessary agencies as to the closure of affected operations at the Airport.

b. Closures: Once work is commenced, Contractor shall steadily and diligently work on project to

ensure completion within specified contract time, or Liquidated Damages will be applied as described in this document.

Prior to beginning construction operations in any areas, all barricades and "temporary" closed markings shall be installed as shown in the Plans or designated by the Engineer.

c. Haul Routes and Maintenance: The haul routes and staging areas for any Contractor's equipment

will be in accordance with the Construction Plans and the Construction Safety Phasing Plan. Any damage to existing access roads or airside pavements shall be repaired to the satisfaction of the Engineer, at the Contractor's expense.

No extra compensation will be allowed for final cleaning up, topsoiling, seeding and fertilizing,

and / or mulching, and/or maintenance of haul road, but the cost thereof shall be included in the unit prices bid for other items of work; unless otherwise described in the Construction Plans and Contract Documents. Maintenance shall include dust control on a continuous basis.

15. CONSTRUCTION SURVEYS

The Engineer has set horizontal and vertical control during the topographic mapping for these improvements. Control points are as noted on the Construction Plans. Verifying these control points, if used in the course of work, is the sole responsibility of the Contractor.


All construction surveys (excepting those specifically listed below) shall be conducted under the supervision of a Registered Land Surveyor duly licensed within the State of Montana and are at the sole expense of the Contractor. The Owner/Engineer will NOT provide any surveying, as may be stated in some of the Technical Specifications and/or General Provisions. The Contractor may use personnel not under the direct supervision of a Registered Land Surveyor to complete: a.iii) (blue-topping); b.i.(2) (quantity cross-sections); and b.i.(3) (earthwork excavation quantities) below, provided the Registered Land Surveyor establishes adequate reference control for frequent checks by the Contractor and RPR (every 3rd station at a minimum). Dimensions and stationing of the Construction Plans are relative to each component of construction. Most components are parallel or perpendicular to these alignments.

a. Layout Surveys: The Construction Plans show base lines, control points and benchmarks established by the Engineer for control of the work. From these control points the Contractor shall lay out the work by establishing all lines and grades at the site necessary to construct the work and shall be responsible for all measurements that may be required for the execution of the work to the location and limit marks prescribed in the Specifications or on the Contract Drawings.

The Contractor shall provide a survey crew to check the layout surveys to insure against inaccuracies and to determine conformance of the work with established lines and grades. Checks for conformance with grades required by contract plans and specifications will be performed at appropriate intervals to ensure that airfield pavements are being constructed so that any corrective measure may be made immediately to avoid subsequent costly reconstruction at localized areas. All notes shall be reduced and in a form acceptable to the Engineer. If control points and/or benchmarks are disturbed during the course of construction, replacement of all horizontal and vertical control shall be made by the Contractor at no additional cost to the Owner. The Contractor shall be responsible for verification of all existing pavement elevations where new pavement will abut existing pavement. The Contractor shall notify the Engineer of any discrepancies between plan elevations and verified field elevations or dimensions. The Engineer may require that work be suspended at any time when control points established at the site by the Contractor are not reasonably adequate to permit checking of the work.

The Contractor shall establish and maintain, at the site of the work, as a minimum requisite, the following horizontal and grade control:

i. Offset Staking – runway, taxiways, connecting taxiways, taxilanes, aprons, and RTTF

connections offset stakes at a maximum of every 300’ longitudinally, marked to indicate correct stationing. Offset staking will be a hub and tack, with a witness stake, with a horizontal accuracy of 0.08’ and a vertical accuracy of 0.02’. Differential leveling shall be performed in order to obtain proper accuracy of the benchmarks. These benchmarks will be used to during construction to verify accuracy of any GPS operated equipment / measurements.

ii. Radius staking – hub with tack and witness stake. iii. Preliminary grade stakes, catch stakes, and slope stakes. iv. Drainage swale and culvert staking – offset stake with hub and witness stake at a maximum

of 100’ longitudinal stations and culvert ends. Includes temporary diversion channel.

SPECIAL PROVISIONS

v. Catch Basin and Manholes – offset stake with witness stake and hub for all locations. vi. Electrical Staking – offset staking for all lights, signs, junction boxes, electrical vault,

NAVAID’s, duct markers, etc. Two offset witness stakes for alignment and one hub with tack.

vii. Pavement markings layout (revised / new areas only). viii. Fencing. ix. Tie-down anchors. x. Runway End Monuments – the Engineer will center punch and survey the runway end

monuments following placement by the Contractor, as required. * Refer to General Provision 50-07 for additional guidance.

b. Quantity Surveys:

i. For determination of Earthwork Quantities, the following are required:

(1) Original ground and pavement cross-sections (cross-sections of the original ground for improvements have been sampled for design purposes. These cross-sections will suffice for this requirement; however, the Contractor may recross-section if they so choose),

(2) Cross-sections of all completed excavation and embankment areas at corresponding station locations. The cross sections for all safety area, airspace and grading shall be completed on an approximate 25-foot grid, or as necessary, to adequately document field quantities and verify finish grades are met in accordance with General Provisions,

(3) Cross-sections at the bottom of all excavation (bottom of unsuitable excavation) at corresponding station locations,

(4) Finished blue-top notes for the top of subgrade, (5) Finished blue-top notes for the top of subbase course, and (6) Finished blue-top notes for the top of base course.

To verify aggregate subbase and base course quantities, blue-topping notes will be used. All notes shall be reduced and in a form acceptable to the Engineer. Earthwork computations will be done by the Engineer from the reduced Contractor's field notes.

ii. For surveys necessary to determine the amount of progress payments, the Contractor will be

required to furnish all personnel, equipment and material required to make such surveys as are necessary to determine the quantities of work performed or placed during the period covered by the progress payment.

iii. Original field notes, computations and other records taken by the Contractor for quantity

and progress surveys shall be furnished promptly to the Engineer and shall be used to the extent necessary in determining the proper amount of payment due to the Contractor.

These field notes, computations and other records shall be neat and orderly. Field notes shall be complete and in a standard format approved by the Engineer. Unless waived in each specific case, all quantity surveys made by the Contractor shall be made under the direct supervision of the Engineer.

c. Vertical Control: Vertical control for this project references NAVD 88. The control points used for this project are shown on the Construction Plans or will be available from the Engineer.

d. GPS-guided Equipment: If the Contractor chooses to use GPS-guided equipment for finish

grading, the following minimum must be completed in lieu of blue-topping.


i. Offset reference (horizontal and vertical) staking a minimum of every third station and at all grade changes (PVI’s). At a minimum, the offset reference staking (Temporary Bench Marks (TBM)) shall be a hub and tack, driven flush with the top of the hub, set in such a way that the top of the TBM will be parallel with the ground (to aid in accuracy of the level rods being placed upon it), with a witness stake set adjacent the TBM. These TBM’s shall be set with a horizontal accuracy of 0.08’ and a vertical accuracy of 0.02’. Differential leveling will be necessary to obtain the proper accuracy of the TBM’s. The maximum permissible loop closure will be 3 x 0.005 x √number of foresights (closure units in feet). High accuracy trigonometric observation survey techniques may also be used, however proper techniques will be needed to obtain proper accuracy. If the Contractor wishes to use the GPS results for the elevations of the TBM’s to be reported, a one-way differential level run must be completed through the marks to verify the found elevations, and this run shall close by not more than the results of the above-mentioned formula.

ii. The Contractor must use “Survey” Grade GPS equipment.

iii. All blue-topping locations will be checked (regardless if they are hubbed) in accordance

with the General Provisions and this Special Provision. All other surveying requirements including/but not limited to electrical improvements, storm drain, and / or drainage staking, fencing staking, radius point and other reference point staking, tie-down anchor staking, runway end monuments, and pavement marking layout, shall be completed by a Registered Land Surveyor duly licensed within the State of Montana.

16. ENGINEERING INTERPRETATIONS

Timely engineering decisions on construction activities or results have an important bearing on the Contractor's schedule. For this reason, the Engineer will have a Resident Project Representative (RPR) readily available to the project during the construction, who has the authority to make judgment on matters dealing with interpretation of the plans and specifications, with the one qualification, that the RPR shall have the right to take 24 hours to confer with other Engineers or FAA before giving said decision. When an engineering interpretation affects a plan design or specification change, it should be realized that more than 24 hours may be required to gain the necessary Owner and FAA participation in the decision process including time for formal Change Order preparation as required. 17. DISPUTES

a. Scope. This section covers the procedures to be followed in the event any part of the work or any change thereto becomes disputed and agreement between the Contractor and the Owner cannot be reached. Arbitration of unresolved disputes is discussed in the EJCDC General Conditions.

b. Notification. The Contractor shall give written notice to the Engineer indicating that he is not in agreement with certain aspects of the work. The Engineer may give the Contractor a written directive to proceed with the disputed work and to maintain complete and accurate records of the time and costs associated therewith.

c. Maintenance of Progress. Time is of the essence in completion of this project. The Contractor shall continue to actively execute all work that is not directly affected by the disputed work. When the Engineer gives the Contractor a written notice to proceed with the disputed work, the Contractor shall, without delay, issue a notice of protest and intent to claim and proceed with the disputed work. Failure of the Contractor to actively and effectively pursue the work shall be

SPECIAL PROVISIONS

sufficient grounds for the Owner to terminate the services of the Contractor as provided in Section 80-09 of the General Provisions.

18. ENVIRONMENTAL PROTECTION

Pollution of natural resources of air, land, and water by operations under this contract shall be prevented, controlled, and abated in accordance with the rules, regulations, and standards adopted and established by the State of Montana and the U.S. Government. The Contractor shall provide such air and water pollution control measures required to comply with the minimum standards established by such agencies.

a. Smoke & Dust Control: The Contractor shall have informed himself of all applicable State Board of Health requirements and similar local, state, or federal requirements pertaining to control of or abatement of air pollution before commencing operations. He shall have provided or be prepared to provide such air pollution control measures as are required to comply with the minimum standards established by such agencies.

Hauling of material and transport of equipment along public roadways or through the towns and adjacent other structures and dwellings shall require effective dust abatement procedures. This also applies to the unloading and placement of spoils material at deposition sites. The Contractor shall utilize environmentally sound methods for watering and/or otherwise chemically treating dust-generating surfaces to comply with all applicable legal standards for airborne particulates. The Contractor may be required to submit a written plan for dust abatement procedures prior to any work in sensitive areas, or if the Owner determines the Contractor’s activities are not adequately controlling airborne particulates, identifying at a minimum the following: Times and nature of dust generating activity on public roads and at deposition sites. Nature and chemical characterization of dust abatement materials to be used. Method of application of dust abatement materials to be used. Time schedule for application of dust abatement materials to be used. Availability of equipment and operators for emergency application of dust abatement

materials at other than scheduled times. Watering for dust control is considered incidental to the Contract and shall be performed at no

additional cost to the Owner. b. Water Pollution and Sediment Control: The Contractor shall comply with all laws and

regulations of the Montana Department of Environmental Quality and with all other federal, state, and local laws and regulations controlling pollution of the environment. The Contractor shall take necessary precautions to prevent pollution of streams, lakes, ponds, reservoirs, and groundwater with fuels, oils, bitumens, chemicals, or other harmful materials and to prevent pollution of the atmosphere from particulate and gaseous matter.

Sediment control provisions shall be used whenever work is conducted adjacent to drainages or

watercourses to control silt in runoff. Adequate silt barriers or sediment traps shall be used to comply with statutory requirements for all stream-side work, both during and after working hours. Measures used may include staked straw bales, sediment ponds, and/or staked silt fence. Sediment control measures shall be considered incidental to the Work, and no separate payment for them will be allowed. The Contractor will be solely responsible for the selection and implementation of sediment control measures to assure permit and statutory compliance.

19. ENVIRONMENTAL PERMITTING – WORK WITHIN GIRD CREEK AND WETLANDS

The Engineer/Owner have submitted the necessary permit applications to complete the proposed improvements within the crossings of Gird Creek and wetlands on the site. No work shall occur within the crossings until authorized by the Engineer.


There are numerous wetland areas across the construction site. Some occur within the construction areas and the Sponsor will have provided mitigation for the planned impacts. Other wetland areas within the airport property, but outside the construction limits, must be avoided. In addition to the limit of disturbance area for runway construction, there are other work items within areas delineated as wetlands. Work in these areas for installing fence, windcone, segmented circle, etc. must be accomplished with small / track mounted equipment. Heavy utility trucks, tractors concrete trucks will not be allowed in these areas. No separate payment shall be made for this work items, and any additional costs shall be considered incidental and included within the offered unit prices. 20. SANITARY FACILITIES

The Contractor shall furnish, install, and maintain ample sanitary facilities for all workmen. As the needs arise, a sufficient number of enclosed temporary toilets shall be conveniently placed as required by the sanitary codes of state and local governments. All such facilities and services shall be furnished in strict accordance with existing and governing health regulations. Costs for furnishing, installing, and maintaining sanitary facilities shall be considered incidental to other items of work, and no additional compensation will be allowed. 21. MATERIALS TESTING AND QUALITY CONTROL

a. Tests by the Engineer: The following materials and control tests shall be made by the Engineer to determine the Contractor's compliance with the Specifications. The Engineer will make the following tests at their discretion, and in accordance with the Technical Specifications.

1) In-place density tests of subgrade, embankments, base courses, and compacted conduit/pipe backfill;

2) Periodic tests of the Contractor's production operations of aggregate may be made for the

purpose of verifying the Contractor's control and testing of his aggregate production. Such testing does not relieve the Contractor of his responsibility to produce material that will meet Specification requirements, and he will be required to make such additional tests at the Contractor's expense as required to produce aggregate meeting the Specification requirements and the periodic tests made by the Engineer of the Contractor's production may serve as the basis for rejecting a stockpile as unacceptable. The Contractor is responsible for acceptance testing for these items and other tests required as specified in the Technical Specifications; and

3) Asphalt Surface Course Quality Assurance Acceptance Sampling and Testing as

specified in Technical Specification P-401, “Asphalt Mix Pavement” (See P-401 Asphalt Mix Pavement Testing below).

The above tests shall be made with no cost to the Contractor, except as hereinafter provided for retesting, or exceeding the P-401 Asphalt Mix Pavement Testing working schedule, as detailed below in Special Provision #23.

Should materials fail to meet the tests specified above, the Contractor shall pay the costs of

retests. The costs of retests shall be deducted from the Contractor's progress estimates. b. Tests by the Contractor: The Contractor shall provide the remaining materials and control tests

called for in these Specifications and costs associated with these tests shall be paid by the Contractor:

SPECIAL PROVISIONS

1) Any testing that the Contractor requires to control his crushing, screening or other construction operations;

2) Gradation, liquid limit and plasticity index, soundness, reactivity, and other required tests of base, and surfacing aggregates. If the Contractor chooses to utilize material from on-site the soundness testing is not required, as this has been previously completed by the Engineer.

3) Moisture-Density (proctors) as specified by respective Technical Specification aggregate base course (P-208), and subgrade / unclassified excavation and embankment materials (P-152);

4) Asphalt Mix Pavement (P-401) job-mix formulas; 5) Asphalt Mix Pavement Contractors Quality Control Testing as specified in Technical

Specification P-401, “Asphalt Mix Pavement”, including asphalt content, aggregate gradations, temperatures, aggregate moistures, field compaction, grade verification, and core samples;

6) Stripping tests, volume swell tests, fracture tests, flats and elongates, wear tests, sand equivalency and soundness tests on proposed aggregate sources;

7) Concrete testing in accordance with Technical Specification P-610; 8) Insulation resistance to ground of all lighting and navigational aid circuits; 9) Arc flash analysis in accordance with Technical Specification L-109; and 10) Retesting as provided above.

c. The testing results obtained from the certified testing lab, electrician, and/or surveyor will be

provided within the time specified and will be delivered in writing simultaneously to the Engineer and Contractor. Any delay due to the Contractors scheduled operations, in the receipt of these test results shall cause the work to be stopped until results are obtained and analyzed by the Engineer and Contractor.

d. Acceptance and Rejection of Materials will generally be determined from tests made of the

various subgrades, base, and surfacing courses complete and in-place in the field. While the Engineer may, during the course of construction, make tests at the source or point of production; it is the responsibility of the Contractor to conduct, control and test his production operations in such a manner that the material produced will meet the Specification requirements.

e. Use of Nuclear Densometer for Acceptance Testing: In lieu of the sand cone method of field

density determination, acceptance testing of the embankment, subgrade, and base course materials will be accomplished using a nuclear gage in accordance with ASTM-D-2922. Tests will be made in accordance with the Technical Specifications.

22. ASPHALT BINDER

Aprons, including taxiways / taxilanes that traverse the aprons, constructed under this project require use of asphalt binder PG70-28. All other paved surfaces require PG64-28. Quantities have broken out accordingly into separate bid items. It is permissible for the Contractor to use PG70-28 throughout the project. If two binders are to be used, two mix designs shall be required per Technical Specification P-401. Paving with different mix designs within the same day shall require testing as separate lots of paving. 23. P-401 ASPHALT MIX PAVEMENT TESTING

The Engineer representing the Owner will provide qualified ASTM D3666 accredited testing laboratory, for the P-401 Quality Assurance Acceptance testing. All acceptance sampling and testing necessary to determine conformance with the requirements specified in the P-401 Technical Specification will be performed by the Engineer at no cost to the Contractor. The Contractor is not required to use the same


testing laboratory to complete the Quality Control Program testing, however, if the Contractor chooses it will be permitted. The Engineer’s materials testing laboratory has been budgeted to be on site for:

Base Bid – fifteen (16) “lots” of paving for Quality Assurance testing, including one (1) control strip (1 control strip, plus 14 days of full production);

Additive Alternate #1 – four (4) additional lots of full production asphalt placement; Additive Alternate #2 – three (3) additional lots of full production asphalt placement; Additive Alternate #3 - one (1) additional lots of full production asphalt placement; Additive Alternate #4 - one (1) additional lots of full production asphalt placement; No additional days have been allotted for any subsequently awarded additive alternatives.

Working beyond the time schedule (except where overage is caused by weather delays) as stated above will result in the following liquidated damages: Straight

Time * Senior Technician $140.00/hr Testing Technician $90.00/hr Equipment and Per Diem / Day $350.00/day

* plus out of pocket costs for travel time and mileage for additional trips necessary - at cost.

b. QA Testing at the above-mentioned rates equates to an estimated $2,100 per day for one lot of P-

401 production. Payment thereof shall be made by deduction from monthly and final payments. No charge will be made during any time extensions granted in accordance with the terms of Paragraph 80-07 of the General Provisions. The Contractor shall provide a minimum of two (2) weeks’ notice to the Engineer of his desire to begin the placement of P-401 asphalt mix pavement. 24. GEOTECHNICAL INFORMATION

SK Geotechnical, of Billings, Montana, in November and December of 2019, performed a geotechnical investigation for the proposed improvements. The geotechnical report also incorporated findings from prior geotechnical reports completed at the airport. Information from the geotechnical report(s) is used extensively in the design of this project. Some general observations from the borings and test pits completed at the Ravalli County Airport are:

Gravel subgrade soils were encountered in every boring and test pit, although the majority found clay subgrade soils atop the alluvial gravels (20 of 29). Additionally, the northern bench, north of Gird Creek, had clay layers embedded in the gravels.

Clay soils primarily consisted of lean clay with sand, sandy lean clay, lean clay with gravel, clayey sand, silt with sand, silty sand and sandy silt.

Gravel subgrade soils south of Gird Creek primarily consisted of poorly graded gravel with silt, sand and cobbles, poorly graded gravel with sand, poorly graded gravel with sand and cobbles, silty gravel with sand and cobbles, poorly graded gravel with silt and sand, poorly graded gravel with clay sand and cobbles, clayey gravel with sand and cobbles, clayed gravel with sand, and silty sand with gravel and cobbles.

Gravel depths south of Gird Creek primarily ranged from 2.5’ to 4’ below the existing ground surface, although some were greater than 6’ in depth;

SPECIAL PROVISIONS

Subgrade moisture contents were highly variable ranging from well below optimum moisture contents to significantly above optimum moisture contents. Some were more than 20% higher than their respective optimum moisture contents (42% with optimum moisture of 18%).

Gravel soils within the upper bench deposit (north of Gird Creek) consisted of poorly graded gravel with sand and cobbles, clayey gravel, poorly graded gravel with sand, poorly graded gravel with clay, silty gravel with sand, poorly graded gravel with silt sand cobbles, and boulders, and well graded gravel with silt sand and cobbles.

The sandwiches clay soils within the bench deposit (north of Gird Creek) was encountered in 12 of the 21 bench deposit borings. The clay layer thickness ranged in depth from 1.75’ to 8’. The clay layer consisted of lean clay with sand, sandy lean clay, lean clay with gravel, and clayey sand with gravel.

Gravel soils within the lower portion of the bench deposit (north of Gird Creek) consisted of poorly graved gravel with sand, poorly graded gravel with sand and boulders, poorly graded gravel with clay sand cobbles and boulders, and poorly graded gravel with sand and cobbles.

Generally, the alluvial gravels within the bench deposits were below their below their optimum moisture levels.

Groundwater was encountered in nearly every boring south of Gird Creek ranging from 1.0’ deep to 6.7’ deep. Groundwater was not encountered in any boring with the bench deposit north of Gird Creek.

Subgrade CBR values were highly variable with clay soils (8.5), silts (5.7, 8.3, and 24.8), sands (9.6, 27.3, and 43.5), and gravels (46.3, 66.7, and 70.1).

The recommended subgrade design CBR was broken into the distinctive areas and predominate subgrade soils: (1) clay and silt subgrade from the Gird Creek Valley, (2) the sandwiched clayey sand from the Bench Deposit, and (3) the alluvial gravel from the Bench Deposit:

o Gird Creek Valley Deposits – Design CBR = 5.9 o Bench Deposits, Clay – Design CBR = 9.6 o Bench Deposits, Gravel – Design CBR = 43.0

The clay and silt subgrade soils are primarily of Frost Group 4, based upon interpolated 0.02-millimeter values greater than 20. The gravel subgrade soils were primarily of Frost Group 1. The two test pits located in the Bench Deposit found the alluvial gravel to be non-frost susceptible (percent passing the 0.02mm less than 3%).

Additionally, gravel source “suitability” testing was completed to aid potential Bidders / Contractors, as well as the engineer, in evaluation of the on-site soils for suitability of use in subbase course, base courses, surfacing aggregates, etc. The following is a summary of those findings from SK Geotechnical:

LA abrasion testing of native gravel soils was 38 percent at 500 revolutions; Magnesium sulfate soundness of native gravel soils was 6.7 percent for coarse aggregate and

9.3% for fine aggregate after 5 cycles; and Test pits of native gravels resulted in gradations with an average of 5.05% passing the No. 200

sieve (4.7 and 5.2), and 2.45% passing the 0.02 mm (2.3 and 2.6).

A complete copy of the Geotechnical Reports and material testing are available to download at: https://rpa-hln.sharefile.com/d-s603efa5def14daab. 25. GRAVEL PIT AGGREGATE SOURCES

Ravalli County will allow for crushing / use of the unclassified excavation material (alluvial gravels) at no additional cost to the Contractor, should they choose to utilize the material for any uses as part of the construction project. Environmental permitting is underway (MDEQ 401 Certification, COE 404 Permit, MDEQ 318 & FWP 124 SPA) for planned excavations and embankment within the airport property and


project disturbance limits. Any additional permitting that may be required associated with the Contractor’s use of the material, is the sole responsibility of the Contractor. The Contractor also has the option to utilize the alluvial gravels (if they are suitable) for aggregate production of base course and asphalt aggregate. Use of alluvial gravels is subject to availability following all select unclassified embankment beneath the pavement sections. It is allowable to excavate below finished grade to access these gravels. The resulting ‘hole’ shall be backfilled to planned finish elevations and would provide a location to waste some of the excess material to be hauled off site. See Special Provision #55 for another potential aggregate material alternative(s). 26. EQUIPMENT WEIGHT

If saturated conditions exist, the construction components requiring heavy equipment (e.g. utility truck, trencher, etc.) may be delayed aiding in ensuring asphalt pavement / base / select unclassified embankment / subgrade damage does not occur as a result of continuing work in saturated conditions. Any damage from the Contractor’s operations to existing utilities, airside pavements to remain in service, airport access roads, etc. is the responsibility of the Contractor. 27. USE OF COMPLETED PORTIONS

The Owner shall have the right to take possession of and use any completed or partially completed portions of the work, notwithstanding that the time for completing the entire work or such portions may not have expired; but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the Contract Documents. If such prior use increases the cost of or delays the completion of incomplete work or causes refinishing of completed work, the Contractor shall be entitled to such extra compensation or extension of time or both, as agreed by the Owner. 28. EXISTING FARM FENCE AND GATES DEMOLITION

This bid item shall consist of fencing removal in accordance with Technical Specification P-151. This bid item shall be for full compensation for all removal and disposal off-site. All tubular gates shall be stockpiled for Owner use. Any concrete foundations as part of the posts shall be properly disposed of off-site. All wire and fabric shall also be properly disposed of off-site. The Contractor shall take care to remove all material specified for stockpiling without damaging the material. 29. CLEARING AND GRUBBING

The general clearing and grubbing bid items shall consist of removal of all debris, and rubbish of any nature that is not paid for under separate bid items, and necessary to complete the proposed improvements. This item shall include, but is not limited to, the following items:

Existing in-place culverts – RCP culverts shall be removed and stockpiled in an area designated by the airport manager (likely near the airport entrance) and accessible for Owner removal. Metal pipe or other culverts shall be removed and disposed of off-site;

Existing salvaged electrical equipment these items shall be removed and properly disposed of off-site;

Miscellaneous items: Existing tiedown anchors shall be removed and properly disposed of off-site. It is reported

that most tie-down anchors consist of an approximately 18-inch diameter by 36-inch tall concrete block with a steel anchor point;

Concrete hangar slab/foundation shall be removed and properly disposed of off-site;

SPECIAL PROVISIONS

Fencing – see Special Provision #28; Concrete hangar approaches, sidewalks and other concrete removed shall be removed and

properly disposed of off-site; and Irrigation Main shall be gently exposed within the property line and removed without damage

for salvage to Stock Farm Ranches – See Special Provision #54. Vegetation:

All trees and vegetation within the Airport boundary work area and interceptor ditch south of the new runway shall be cut down. Roots shall also be removed with exception to vegetation in the interceptor ditch. All vegetation shall be removed from the site (not buried). Burning is permissible provided Contractor follows local requirements; and

Trees outside the airport boundary indicated for removal shall be removed including the roots. All vegetation shall be removed from the site (not buried). Burning is permissible provided Contractor follows local requirements. Each removal site shall be redressed with topsoil and seeded with a commercially available seed blend similar to the existing site and acceptable to the respective landowners.

Soils / debris piles located on the property line with Daly Ditches (southeast corner of the airport within the property / fence line). These piles shall be pushed / dozed onto the Daly Ditches property to the east in order to provide adequate clearance for installation of the new fencing.

Other rubbish items as necessary to complete the proposed improvements. Bid price shall be full compensation for furnishing all equipment, tools, and incidentals necessary to complete the demolition and removal of specified items. 30. PULVERIZED ASPHALT, PLACE AND SALVAGE

Existing airport pavements have a wide variety of pavement section conditions and depths. The Contractor shall pulverize twice the depth of the asphalt to yield a maximum 50/50 blend. Anticipated pavement sections, based upon Geotechnical Investigations and historical records, are listed within the Construction Plans. The unit price of pulverization shall be per the square yard regardless of pulverization depth. The Contractor shall cleanly salvage the pulverized material and underlying gravel as feasible and to the depths indicated within the Construction Plans. A portion of the material will be placed on the constructed access road west of the hangar areas to the depth specified within the Construction Plans (12” minimum depth) and compacted to 95% MDD. The material may be placed in a single lift to provide for “bridging” of any underlying soft clay soils. The remainder of clean gravels that can be salvaged, but not used on the access road, shall be hauled and stockpiled at the Owners gravel pit near the airport entrance from the East Side Highway and/or haul, placed, and compacted on Tammany Lane within 2 miles of the Daly Ditch Irrigation District complex – whichever combination is directed by the Owner. Quantity is cut volume (existing surface to excavated surface) less the volume used on the road. These bid item(s) shall consist of existing pavement pulverization and in accordance with Technical Specification P-101 and removal of the salvageable pulverize material and underlying aggregate. The bid items shall be for full compensation for saw cutting, pulverizing, hauling, placing, compacting, and stockpiling including all labor, equipment, tools, and incidentals necessary to complete the items. Maximum particle size for all pulverized asphalt and base course shall be 2-inches. The final product must be approved by the Engineer prior to placing or stockpiling. Isolated “chunking” of the pulverized surface is recognized.


31. TOPSOIL STRIPPING, STOCKPILING, AND PLACING

The Contractor shall strip and stockpile a minimum of 3” of topsoil from all disturbed areas with soil groundcover. Any expansion of these areas shall be at the Contractors own expense and will not be paid for separately. Care must be taken to not stockpile material or travel in areas delineated as wetlands. No separate payment will be made for topsoil stockpiling, placement, or double-handling of any stockpiled topsoil. Topsoil Stripping, Stockpiling, and Placing payment shall be made at the contract unit price per cubic yard, measured in its original location. Stockpile and staging locations outside the limits of disturbance on the plans will require reclamation, seed, fertilizer and mulch at no additional cost to the project. This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item. Rock picking shall be required for all rocks two (2) inches or more in diameter from the finished surface immediately following placement of topsoil and prior to seeding and fertilizing. Any rocks turned up during the seeding and fertilizing process shall be hand-picked or “static” rolled with approved land roller, prior to any specified mulch application. This will allow the Owner to mow these areas free of rocks. Hand picking of rocks will be required, if other means prove unsatisfactory (static rolling), and shall include suitable disposal (tossing is not permitted). No separate payment will be made for rock removal. 32. UNCLASSIFIED EXCAVATION AND EMBANKMENT OR DISPOSAL OFF-SITE

P-152 unclassified excavation shall consist of: 1) Excavation of safety area and object free area, and airspace grading; 2) Excavation for new pavement section placement (to bottom of select unclassified embankment

(alluvial gravel), or to bottom of base course if no select embankment is specified (i.e. in areas of existing underlying alluvial gravels);

3) All other excavation not otherwise classified. Unclassified excavation material shall consist of both “clayey” overburden material, organic clayey material within the pavement section depths, and alluvial gravel soils – select excavation / embankment material. The majority of the clay soils within the Gird Creek “valley” (south) are well above optimum moisture levels (saturated) and soft. Clay soils shall be deposited within the pavement shoulders and/or disposed of off-site. They may only be deposited beneath pavement sections if select alluvial gravels are not of sufficient quantity. If clay soils are utilized under the pavement section, they must be obtained from the bench area (north of Gird Creek). Use of saturated clay soils beneath the pavement section shall not be permitted. The clean / select alluvial gravel soils shall be deposited within the pavement section(s) as specified within the construction plans. The select alluvial gravels provide three purposes: 1) bridging of underlying clay soils (with geogrid and fabric), 2) pavement section strength, and 3) adequate frost protection. The Engineer shall assist in identifying “select” clean alluvial gravels which provide for the intended uses outlined above (clean gravels with less than 8% passing the No. 200 sieve, and 3% passing the 0.02 mm sieve). The Contractor may utilize any and all remaining alluvial gravels for crushing and aggregate production – see Special Provision #25 above.

SPECIAL PROVISIONS

The Construction Plans outline estimated quantities based upon topographic surveying and the geotechnical investigations. All excavations and embankments shall be completed per the Construction Plans, with the resulting excess material being disposed of off-site. All P-152 unclassified excavation and embankment, including select alluvial gravel excavation and embankment, shall be paid for per cubic yard measured in its original position as specified in Technical Specification P-152 Excavation and Embankment. Embankment, compaction and finish grading, hauling, disposal off-site, etc. of excavated material is not paid for separately. 33. UNSUITABLE EXCAVATION AND EMBANKMENT

P-152 unsuitable excavation shall consist of any additional excavation necessary, beneath the bottom of specified pavement section. This shall include:

1. Excavation of organic clay material (topsoil with organics) from beneath the pavement section. These extents have been estimated based upon geotechnical borings; however, all organic material; and

2. Estimated additional excavation from beneath the pavement section identified as excessively soft, to provide for additional select alluvial gravel embankment and bridging of the soft wet clay soils (primarily within the areas south of Gird Creek). The Engineer will assist in identifying areas that are excessively soft and approve additional excavations to provide for a stable construction platform and placement of the required pavement section(s).

The extents of these excavations must be documented by survey to accurately determine the final quantity of unsuitable excavation. Unsuitable excavation may be deposited within the pavement shoulders and/or disposed of off-site. Unsuitable excavation shall be paid for by the unit price per cubic yard, measured in its original position, i.e. bottom of pavement section (bottom of select alluvial gravel section) versus completed excavation elevations. This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item. 34. SUBGRADE STABILIZATION

It is anticipated that the majority of the in-situ subgrade will become unstable during excavation, and any subsequent grading, compaction, and/or pavement section placement. Therefore, mechanical stabilization has been anticipated for all areas within the Gird Creek valley and included within the bid item quantities. Grading of the subgrade shall be completed in accordance with Technical Specification P-152. Grading shall be completed by use of tracked equipment only (dozer, skid steer, etc.), with no rubber-tired equipment allowed to operate on any unstable subgrades. Contrary to Technical Specification P-152, there shall be no limits on the grade tolerance below finished subgrade. However, any areas that exceed the grade tolerance of -0.05’ specified in Technical Specification P-152, shall be replaced with select alluvial gravel embankment at no additional cost to the Owner. Additionally, all finish grading shall be completed to maintain the sloped drainage towards the edge drains.

The 16-inch “bridging” lift of the select alluvial gravel embankment shall be placed as a single maximum lift, as necessary in order to help assure adequate bridging of the underlying soft sandy lean clay subgrades. The Contractor shall limit the amount of heavy rubber tired traffic and stagger wheel paths during placement and compaction of the bridging lift and subsequent lifts of select alluvial gravel embankment. Placement of the remaining pavement section shall be completed in accordance with the respective technical specifications and Construction Plans.


Excavation shall be discontinued if alluvial gravels are encountered prior to reaching full pavement-section depths. This shall require a minimum of 10-inches of excavation beneath the top of pavement to place the required surface and base course sections. When alluvial gravels are encountered, the geosynthetic geogrid and remaining P-154 bridging lift shall not be placed 35. EDGE DRAINS

A “French drain” style subsurface edge drain system shall be installed along the pavement perimeter(s), as shown on the Construction Plans. The system does not include collector pipes, simply draining vertically into the underlying alluvial gravels. Excavation shall be completed to depths required to penetrate 12” into the underlying alluvial gravels or extending beneath the encountered ground water depth. Depths will vary. The trench shall be lined with P-669 geotextile subsurface separation fabric and backfilled with # 2 Porous Backfill (D-705). For edge drains under pavement, the porous materials shall be placed in lifts of 6-inches or less and the material shall be compacted. When the trenching operations bring up native material, this material shall be used for shoulder embankment or removed and disposed off-site. This excavated material will not be paid for separately and shall be considered incidental to edge drain installation. The cost of this bid item shall include all materials, labor, trenching, backfill, and drainage geotextile fabric as shown.

36. RUNWAY END MONUMENTS

The runway end monuments shall be set in accordance with the Construction Plans. The monuments shall be accurately placed in accordance with the Construction Plans and “as-built” condition using survey grade GPS equipment. The Engineer will “center-punch” and complete the runway end monument survey and documentation. 37. TIE-DOWN ANCHORS

Tie-down installation shall consist of installing completed units in accordance with the Construction Plans and this Special Provision. The engineer required method for tie-down installation shall consist of:

Coring of the finished asphalt surface with 18-inch diameter asphalt coring barrel, Excavate / vacuum excavate of the underlying base course, alluvial gravel “subbase”, and

subgrade to specified width and depth (taking care to prevent undercutting and damage of the newly paved apron). A slight taper (rounding) to the excavation is permissible to prevent undercutting. Excavation will result in a jagged surface with the underlying base, subbase, and subgrade to help prevent uplifting of the concrete anchors in the future, and

Placement of concrete and tie-down hardware. The Contractor may submit an alternate proposal for tie-down installation to the Engineer, but in no instance will the Contractor be allowed to auger the tie-down hole after completion of paving. This causes lifting and damage to the newly paved surface at the hole edges, especially in gravely subgrades. This price shall be full compensation for furnishing all materials and for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.

SPECIAL PROVISIONS

38. TRENCH DRAIN OUTFALL

The outfall of the trench drain system requires a route through the lease area of the northernmost hangar which contains improvements such as turf, irrigation, sidewalks and signage, etc. The Contractor replace and repair items as necessary as required for installation of the outfall RPC. This is considered incidental and should be included in the unit price for the RCP outfall bid items. 39. RANDOM RIPRAP – CLASS I

Class I random riprap shall conform to Montana Department of Transportation, 2020 Edition (V1.0), Standard and Supplemental Specifications for Road and Bridge Construction, Section 701.06. Requirements are as follows:

Weight of Stone Equivalent Spherical Diameter % of Total Weight that must be Smaller than Given Size

100 pounds (45 kg) 1.05 feet (320 mm) 100

60 pounds (11 kg) 0.88 feet (270 mm) 70-90

25 pounds (11 kg) 0.66 feet (200 mm) 40-60

2 pounds (0.90 kg) 0.27 feet (80 mm) 0-10

Stone shall be hard, durable, and angular in shape, resistant to weathering and water action, free from overburden, soil, shale, structural defects, and organic material. Each stone must have its greatest dimension not greater than 3 times its least dimension. The stone will be accepted based on visual analysis conducted by the Engineer/RPR. The Contractor shall submit samples prior to beginning placement. Class I Riprap shall be installed with the 60” RCP as depicted on the Construction Plans. Cost of the riprap material and its installation shall be included with the unit cost of the 60” RCP bid item. Class I Riprap shall also be used in a “French drain” as part of Additive Alternate #2 bid item. 40. UNDERGROUND UTILITIES

The Contractor shall be responsible for checking with the owners of underground utilities regarding the location of their underground lines. The Contractor shall be solely responsible for any damage done to underground utilities due to failure to locate them or to properly protect them when their location is known. It shall be solely the responsibility of the Contractor to fully coordinate their work with the agencies and to keep them informed of their construction activities so that these vital installations are fully protected at all times. There will be no separate payment for exploratory excavation required to locate underground utilities. 41. UTILITY SERVICE MODIFICATIONS BY OTHERS

The Owner / Engineer is coordinating with NorthWestern Energy to relocate the electrical service to the electrical vault. Upfront coordination and payment will be completed by the Owner / Engineer; however, the Contractor shall be required to work with and aid in coordination of these activities. There will be no separate payment for any coordination of this work, and it shall be considered incidental to other bid items. The Owner/Engineer will also continue coordination for relocation of the utilities in the vicinity of Taxiway F if that additive alternate is awarded.


42. ELECTRICAL DEMOLITION

Electrical demolition shall consist of removal of electrical structures, conduits, ducts, cables, equipment, etc. not paid for under separate bid items, and necessary to complete the proposed improvements. These items shall include, but is not limited to, the following items:

Removal existing guidance signs, runway lights and taxiway lights / reflectors (including cans, bases, stake mounts, foundations and transformers) and disposal off-site;

Removal and disposal off-site of wind cone and segmented circle including foundation, cans, wire, transformers and disposal off-site;

Removal and disposal off-site of two PAPI units including foundation, cans, wire, transformers and disposal off-site;

Removal and disposal off-site of all existing abandoned underground electrical and phone cables, encountered as part of excavations. All cables within ducts shall be removed regardless of if they are encountered by excavations;

Removal and disposal off-site of all underground electrical ducts encountered as part of excavations;

Removal and disposal off site of existing electrical enclosure and vault equipment, including concrete foundation. Shall include disconnection of electrical service.

43. ELECTRICAL / UTILITY TROUBLESHOOTING

In the event that unforeseen problems arise with the new electrical circuit installations, excavation and grading conflicting with underground utility crossings, etc.; this bid item will firmly establish an hourly rate for the electrician and / or an equipment operator with laborer. It is anticipated that this work would include diagnosis by an electrician, or additional investigations of conflicts with utilities with an equipment operator and manual laborer. “Standard” underground utility locates, and any necessary “potholing” is the responsibility of the Contactor as an incidental item and will not be paid for as part of this item. Unless the Contractor gets written permission from the Engineer to proceed, there will be no payment for work under this bid item. 44. ELECTRICAL VAULT

The electrical vault building shall be precast concrete construction for walls and the roof, meeting the requirements of the Construction Plans and Technical Specifications L-109. Exterior wall finishes shall be textured surface imparted by form liners or inserts to replicate 8”x16” Split Face Block or Cut Textured Stone, with integral light tan color. Top of roof shall have simulated shake texture with integral matching wall color, or light gray color. Seal exterior wall surfaces with a high-build, protective, dampproofing and waterproofing vapor barrier system of siloxane composition. Mounting of the vault shall be in accordance with the manufacturer’s detailed requirements. Furnish loose connection hardware and anchorage items to be embedded in or attached to other construction without delaying the Work. Provide locations, setting diagrams, templates, instructions, and directions, as required, for installation. Submit design reference samples for initial verification of design intent for each type of finish indicated on exposed exterior finishes, representative of finish, color, and texture variations expected. Identify pickup points of architectural precast concrete units and orientation in structure with permanent markings, complying with markings indicated on Shop Drawings. Imprint or permanently mark casting date on each architectural precast concrete unit on a surface that does not show in finished structure.

SPECIAL PROVISIONS

Foundations for the electrical vault building shall be as indicated in the Construction Plans, consisting of a shallow, frost-protected, cast-in-place monolithic slab-on-grade with turn-down slab edges. 45. ELECTRICAL ENCLOSURE / VAULT EQUIPMENT

Electrical enclosure / vault equipment shall consist of all equipment as specified in the Construction Plans. The vault equipment shall consist of all:

wireways, conduit, interior wiring, meter/main, switchgear and panels, timeclock, photocell, contactors, transformers, booster transformers, L-828 Constant Current

Regulators (Class 1, Style 1, Mode 1),

L-854 radio controller (Type 1 with control panel),

L-821 lighting control panel (Type 1, Class W, Style 1, Mode 1) with below functionality,

grounding, light switches, receptacle, specified lighting, junction boxes, and incidentals necessary to

complete the enclosure improvements as depicted in the Construction Plans.

All wiring and equipment shall conform to Technical Specification L-109, the Construction Plans, and all applicable NEC and local electrical codes and requirements. Payment shall be made at the contract unit price per lump sum. This price shall be full compensation for furnishing all materials, labor, tools, and incidentals necessary to complete the item. 46. L-821 LIGHTING CONTROL PANEL

The L-821 control panel required as part of the electrical enclosure / vault equipment is intended for use in controlling various lighting and auxiliary systems. The panel shall be installed in accordance with Technical Specification L-109 and FAA AC150/5345-3 and provide the following configurations, in accordance with the Construction Plans:

Runway 17 PAPI Circuit Rotary switch with o ON, o RADIO o OFF

Runway 35 PAPI Circuit Rotary switch with o ON, o RADIO o OFF

Runway Circuit Rotary switch with o RADIO, o TIMECLOCK or RADIO o PHOTOCELL or RADIO

Taxiway / Windcone Circuit

Rotary switch with o RADIO, o TIMECLOCK or RADIO o PHOTOCELL or RADIO


SPARE Rotary switch with 3-district positions Toggle switch with ON and OFF

SPARE Toggle switch with ON and OFF SPARE Toggle switch with ON and OFF

The configuration listed above are “stand-alone” options unless listed together (timeclock or radio), where an interlock relay must be installed so that either item being active will power the circuit. Each control panel layout must clearly identify the positions described above. Switch designations must be marked in characters not less than 3/16-inch and not over 5/16-inch high, formed by engraving, etching, or stamping. Unlighted characters must be permanently marked. Markings must be a contrasting color from the marked surface, i.e. white surface with black markings, or black surface with white markings. Markings must be placed either on the panel or on a small separate plate securely fastened to the panel. The manufacturer must supply three copies of a wiring diagram with each panel. The wiring diagram must show the color code or number identification of each wire and the proper connections. 47. SPARE BULBS / GLOBES / FRANGIBLE COUPLINGS

The Contractor shall provide to the Owner five (5) each of frangible couplings, globes, and light bulbs as replacement parts for each different “type” of runway light, runway threshold light, taxiway light, guidance sign, and PAPI bulbs. If all types of lights utilize the same frangible coupling a total of only five (5) is required to be provided. These replacement parts will not be paid for separately and shall be included in the offered unit price of the respective bid items as an incidental cost. 48. PAINT REMOVAL

Paint removal shall be completed in accordance with FAA Advisory Circular 150/5340-1, by high-pressure water, sandblasting, scraping, powered flail, and / or grinding with diamond bit type blade(s) that do not leave “grooves” in the pavement surface. The Owner specifically reserves the right to reject the use of any paint removal process that the Engineer determines may pose unnecessary risks or damage to: aircraft due to foreign object debris (FOD) potential, human health, the environment, or the airport pavements. The paint removal shall be completed without damage to the pavement surface, joints, or any other airport property. The Engineer and the Contractor shall jointly inspect the work area before the work commences. Any existing damage to the pavement shall be documented at that time. The Contractor shall be solely responsible for any damage incurred during paint removal. The Contractor shall test all equipment and demonstrate, on the designated pavement work areas, the proposed method to be used to remove paint. The Engineer will designate a test strip within the work area. The test strip shall be used to demonstrate the effectiveness of the Contractor’s methods and equipment, and to satisfactorily remove paint from the pavement surfaces without damaging the pavement surface. The Contractor shall not proceed with the work until the results of the test strip(s) are satisfactory, as determined by the Engineer. Satisfactory removal shall be determined by direct testing within the designated work area. A one square foot section of transparent material inscribed with a grid of 100 equal squares shall be placed on the pavement surface at random locations. If the number of squares that contain paint (any amount) does not exceed 15, the location passes. Each work area designated for paint removal shall be divided into at least four equal zones for purposes of acceptance testing. Within each zone a minimum of seven random locations shall be evaluated. At least 85% of these random locations must be acceptable for the zone to

SPECIAL PROVISIONS

pass. Paint “stains”, which are embedded in the microtexture of the pavement surface and cannot be removed without damaging the pavement, will not be considered when evaluating for satisfactory removal and acceptance. Payment shall be made at the contract unit price per square foot. This price shall be full compensation for furnished all materials, labor, tools, and incidentals necessary to complete the item. 49. SEAL COATING

Seal coating shall be completed as one of the last items of work. The Contractor shall not haul across or otherwise damage the seal coat during construction, or the seal coat shall be reapplied at no additional cost to the Owner. The Contractor shall place plastic bags on all reflectors, lights, signs, and other critical objects on the day of the seal coating, prior to seal coating operation beginning. All plastic bags shall be removed immediately after seal coating or each night, if the seal coating is to take more than one day. Furthermore, the Contractor shall adequately protect all concrete slabs and structures from overspray. If the Contractor chooses to screen precipitate from the seal coat emulsion during material transfer, the Contractor shall collect samples of material that has passed through the filter and have it tested for conformance with all material specifications in P-608 by an independent laboratory, with results delivered to the Engineer ([email protected]), the FAA ([email protected]), and the Contractor simultaneously. Full payment for the seal coat application is contingent on the filtered material meeting project specifications. Reapplication as necessary to meet project specifications and residual application rates will be at the sole expense of the Contractor. All testing costs would be the responsibility of the Contractor, to be accomplished at no additional cost to the Owner. 50. FENCE TIE-INS

Existing farm fences are interrupted in several locations by the new wildlife fence. In all cases the interrupted fence shall be terminated with an end panel except where gate relocations are indicated near Stock Farm Road. Gate relocations also necessitate end panel construction. These tie-ins shall be completed with the same material and construction type as the interrupted fence. Use F-161 Specification for material and MDT Standard Drawings (Section 607) for construction requirements. All tie-ins are considered incidental and the cost should be included in the wildlife fence bid item. 51. SEPTIC TANK PROTECTION

Records were obtained from the County Sanitarian that show the approximate location of (2) 1-1/2” force mains and (1) 4” gravity sewer line that feed this septic tank at the southwest corner of the proposed apron.

The contractor shall take care to locate these lines when working in the area to prevent damage. There is no bid item for this investigation and should be included with the base bid items associated with apron construction.


52. TREE REMOVAL AND RECLAMATION

Existing trees and vegetation shall be removed as indicated in the Construction Plans. Debris shall be removed from the site. Burning may be an approved method of disposal with proper permitting by the contractor. Tree removal and reclamation shall be paid for at the contract unit price per each. This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals necessary to complete the item. Stock Farm Road: Removal is to include removal of all stumps. Removal shall include all reclamation necessary including, but not limited to: topsoiling, leveling, grading, light compactive efforts as necessary, raking, and broadcast seeding with fertilizer in accordance with T-901. The contractor should consider any existing fencing, road surface, irrigation fixtures when removing these trees. Any damages shall be repaired to the satisfaction of Stock Farm Ranches. Access to the site location shall be from Stock Farm Road with prior owner permission. Tammany Lane: Removal is to include removal of all stumps. Removal shall include all reclamation necessary including, but not limited to: topsoiling, leveling, grading, light compactive efforts as necessary, raking, and broadcast seeding with fertilizer in accordance with T-901 The contractor should consider any existing fencing, road surface, irrigation fixtures, structures, etc. when removing these trees. Any damages shall be repaired to the satisfaction of Daly Ditches, Ravalli County and the Engineer. Access to the site location and temporary closures shall be coordinated with the Ravalli County Road Department and Daly Ditches Irrigation. Closures and/or access control shall be included in the unit cost of this bid item. Daly Ditches: Removal is to include removal of all stumps by grinding, excavation, and/or other Engineer-approved method, with stump removal to a minimum depth of 6-inches below ground level to allow for grass germination. Removal shall include all reclamation necessary including, but not limited to: topsoiling, leveling, grading, light compactive efforts as necessary, raking, and broadcast seeding with fertilizer in accordance with T-901 The contractor should consider any existing fencing, road surface, irrigation fixtures, structures, etc. when removing these trees. Any damages shall be repaired to the satisfaction of Daly Ditches and the Engineer. Access to the site location and temporary closures shall be coordinated with the Daly Ditches Irrigation. Closures and/or access control shall be included in the unit cost of this bid item. Airport Property: The remaining small trees and vegetation within the airport property shall also be removed. The primary areas of work include the ditch is parallel and east of the existing runway and the abandoned irrigation ditch on the bench. The removals are varied is size and composition and will be paid for on a lump sum basis for clearing the site. 53. AIRPORT MANAGER TOPSOIL RELOCATION

The existing topsoil piles located at the south end of the airport between Taxiway E & C shall be relocated. Quantity for their removal is accounted for in the unclassified excavation bid item. These stockpiles shall be consolidated in the remaining available space in the area as directed by the Engineer, taking care to avoid wetland delineated areas.

SPECIAL PROVISIONS

54. COORDINATION WITH ADJACENT LANDOWNERS

Coordination will be required with the adjacent landowners for several work items. This includes a minimum of the following:

Debris relocation, tree removal and fencing will require coordination with Daly Ditches Irrigation District. [email protected];

Tree removal along Tammany Lane will require coordination with the Ravalli County Road Department for traffic control and temporary closures;

Tree removal along Stock Farm Road, minor earthwork outside the property line, irrigation main removal, irrigation main installation and fencing require coordination with Stock Farm Ranches. (406) 363-1130; and

Fencing removal and irrigation main removal must also be coordinated with Stock Farm Ranches. 55. NEARBY LANDOWNER AS POSSIBLE AGGREGATE SOURCE / WASTE SITE

An adjacent landowner has indicated their interest in providing an aggregate source for the project. They may also provide a possible location to waste soil. Contact the Engineer for landowner contact information. 56. SWEEPING

Prior to any paint application, seal coat application, coal tar emulsion application, or opening of a closure phase for aeronautical operations, the Contractor shall sweep the associated paved surfaces as necessary/required. This should be done from centerline to the nearest pavement edge. Sweeping is the responsibility of the Contractor to be accomplished at no additional cost to the Owner. 57. MULCHING

Mulching shall be completed in accordance with Technical Specification T-908, only in areas identified herein. Mulching shall only be required to be completed in:

Areas in-accessible to drill seeding – drainage swales and ditchlines, adjacent to electrical components (lights, signs, etc.). These areas shall include hydroseeding with double the seed quantity per Technical Specification T-901, including fertilizer; and

Impractical areas for drill-seeding such as those areas around hangar approaches. F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\12-SPECIAL.PROVISIONS.docx (05/2020)

PART VI WAGE RATE SCHEDULE

DAVIS-BACON WAGE DECISIONS PAGE 1

DAVIS-BACON WAGE DECISIONS General Decision Number: MT20200079 01/03/2020 Superseded General Decision Number: MT20190079 State: Montana Construction Type: Highway Counties: Montana Statewide HIGHWAY CONSTRUCTION PROJECTS Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.80 for calendar year 2020 applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10.80 per hour (or the applicable wage rate listed on this wage determination, if it is higher) for all hours spent performing on the contract in calendar year 2020. If this contract is covered by the EO and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must pay workers in that classification at least the wage rate determined through the conformance process set forth in 29 CFR 5.5(a)(1)(ii) (or the EO minimum wage rate, if it is higher than the conformed wage rate). The EO minimum wage rate will be adjusted annually. Please note that this EO applies to the above-mentioned types of contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but it does not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(2)-(60). Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts. Modification Number Publication Date 0 01/03/2020 * SUMT2014-001 02/19/2014 Rates Fringes CARPENTER Carpenter/Piledriverman $ 29.00 11.82 Millwright $ 32.00 11.82 Zone 1: 0 to 25 miles - Free Zone 2: 25 to 50 miles - Base Pay +$2.50 Zone 3: Over 50 miles - Base Pay +$3.00 The Carpenter zone hourly rate applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Courthouse of the following cities to the center of the job: Billings, Bozeman, Butte, Great Falls, Helena, Missoula, Kalispell The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract CEMENT MASON/CONCRETE FINISHER $ 24.87 10.80

DAVIS-BACON WAGE DECISIONS

Zone 1: 0 to 25 miles - Free Zone 2: 25 to 50 miles - Base + $2.50 Zone 3: Over 50 miles -Base + $3.00 The Cement Mason/Concrete Finisher zone hourly rate applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Courthouse of the following cities to the center of the job: Billings, Bozeman, Butte, Great Falls, Helena, Missoula, Kalispell The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract DIVER Diver Tender $ 37.16 14.52 Diving $ 76.32 14.52 Stand-By $ 38.16 14.52 The tender shall receive 2 hours at the straight time pay rate per shift for dressing and/or undressing a Diver when work is done under hyperbaric conditions. Depth Pay (Surface Diving): 0-20 ft.: Free zone >20-100 ft.: $2.00 per ft. >100-150 ft.: $3.00 per ft. >150-220 ft.: $4 00 per ft. >220 ft.: $5.00 per ft. Diving in Enclosures (Diver Only): 0-25 ft.: Free zone >25-300 ft.: $1.00 per ft. DIVER ZONE PAY: The hourly wage rates applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Court House of the following cities only to the center of the job: BILLINGS, BOZEMAN, BUTTE, GREAT FALLS, HELENA, KALISPELL, MISSOULA ZONE 1: 0 to 25 miles - Free ZONE 2: 25 to 50 miles - Base Pay +$2.50 ZONE 3: Over 50 miles - Base Pay +$3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract ELECTRICIAN (LINE CONSTRUCTION) Equipment Operator $ 33.27 14.16 Groundman $ 25.98 13.25 Lineman $ 43.43 15.38


TRAVEL PAY: $50.00 per day - 0-25 Miles From the County Courthouse of the following cities: Billings, Bozeman, Butte, Great Falls, Helena, Kalispell and Missoula

$60.00 per day - Over 25 Miles The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract ELECTRICIAN All Areas $ 32.74 13.42 TRAVEL PAY: Zone 1: 0 to 10 miles - Free Zone 2: 10 to 60 miles - Federal mileage both ways/day Zone 3: Over 60 miles - $75.00 per day The Electrician zone hourly rate applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Courthouse of the following cities to the center of the job: Billings, Bozeman, Butte, Great Falls, Helena, Kalispell, Missoula The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract IRONWORKER $ 27.25 20.98 TRAVEL PAY: 0 to 45 miles - Free 45-85 miles - $55.00 per day Over 85 miles - $85.00 per day The Ironworker zone hourly rate applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Courthouse of the following cities to the center of the job: Billings, Bozeman, Butte, Great Falls, Helena, Kalispell, Missoula Zone 1: 0 to 25 miles - Free Zone 2: 25 to 50 miles - Base + $2.50 Zone 3: Over 50 miles - Base + $3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract


LABORER Group 1 $ 20.90 9.60 Group 2 $ 23.97 9.60 Group 3 $ 24.19 9.60 Group 4 $ 25.18 9.60 GROUP 1: Flag Person GROUP 2: All General Labor work; Burning Bar; Bucket Man; Carpenter Tender; Caisson Worker; Cement Mason Tender; Cement Handler (dry); Chuck Tender; Choker Setter; Concrete Worker; Curb Machine-Lay Down; Crusher and Batch Plant Worker; Fence Erector; Form Setter; Form Stripper; Heater Tender; Landscaper; Pipe Wrapper; Pot Tender; Powderman Tender; Rail and Truck Loaders and Unloaders; Riprapper; Sealants for Concrete and other materials; Sign Erection, Guard Rail and Jersey Rail; Stake Jumper; Spike Driver; Signalman; Tail Hoseman; Tool Checker and Houseman; Traffic Control Worker GROUP 3: Concrete Vibrator; Dumpman (Grademan); Equipment Handler; Geotextile and Liners; High-Pressure Nozzleman; Jackhammer (Pavement Breaker); Laser Equipment; Non-riding Rollers; Pipelayer; Posthole Digger (power); Power Driven Wheelbarrow; Rigger; Sandblaster; Sod-Cutter-power; Tampers GROUP 4: Asphalt Raker; Cutting Torch; Grade Setter; High-Scaler; Power Saws (Faller & Concrete); Powderman ($1.00 per hour above Group 4 rate); Rock & Core Drill; Track or Truck Mounted Wagon Drill; Welder including Air Arc LABORERS ZONE PAY: The hourly wage rates applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Court House of the following cities only to the center of the job: BILLINGS, BOZEMAN, BUTTE, GREAT FALLS, HELENA, KALISPELL, MISSOULA ZONE 1: 0 to 25 miles - Free ZONE 2: 25 to 50 miles - Base Pay +$2.50 ZONE 3: Over 50 miles - Base Pay +$3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract PAINTER (Pavement Marking/Milling and related work. Includes operating marking and all other equipment and all work involved in application of pavement markings including epoxies, paints, tape, buttons, thermo-plastics and any other products applied for traffic marking purposes and for directing and regulating traffic and cutting rumble strips) $ 28.00 10.30 PAINTER ZONE PAY: The hourly wage rates applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Court House of the following cities only to the center of the job: BILLINGS, BOZEMAN, BUTTE, GREAT FALLS, HELENA, KALISPELL, MISSOULA


ZONE 1: 0 to 25 miles - Free ZONE 2: 25 to 50 miles - Base Pay +$2.50 ZONE 3: Over 50 miles - Base Pay +$3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract POWER EQUIPMENT OPERATOR: Group 1 $ 26.52 10.40 Group 2 $ 28.55 10.40 Group 3 $ 29.41 10.40 Group 4 $ 30.10 10.40 Group 5 $ 31.44 10.40 Group 6 $ 32.13 10.40 Group 7 $ 34.23 10.40 GROUP 1: Air Compressor; Auto Fine Graders; Belt Finishing Machine; Boring Machine (small); Cement Silo; Crane, A-Frame Truck Crane; Crusher Conveyor; DW-10, 15, and 20 Tractor Roller; Farm Tractor; Forklift; Form Grader; Front End Loader Under 1 CU Yard; Heavy Duty Drills; Herman Nelson Heater; Mulching Machine; Oiler, All Except Cranes & Shovels; Pumpman GROUP 2: Air Doctor; Backhoe/Excavator/Shovel to and including 3 CU Yard; Bit Grinder; Bituminous Paving Travel Plant; Boring Machine Large; Broom, Self-Propelled; Concrete Travel Batcher; Concrete Float & Spreader; Concrete Bucket Dispatcher; Concrete Finish Machine; Concrete Conveyor; Distributor; Dozer; Rubber-Tired, Push & Side Boom; Elevating Grader/Gradall; Field Equipment Serviceman; Front End Loader 1 CU Yard to including 5 CU Yard; Grade Setter; Heavy Duty Drills, All Types; Hoist/Tugger, All; Hydralift & Similar; Industrial Locomotive; Motor Patrol, Except Finish; Mountain Skidder; Oiler - Cranes & Shovels; Pavement Breaker, EMSCO; Power Saw, Self-Propelled; Pugmill; Pumpcrete/Grout Machine; Punch Truck; Roller, Other Than Asphalt; Roller, Sheepsfoot, Self-Propelled; Roller, 25 Tons and Over; Ross Carrier; Rotomill Under 6 Ft; Trenching Machine; Washing/Screening Plant GROUP 3: Asphalt Paving Machine; Asphalt Screed; Backhoe/Excavator/Shovel Over 3 CU Yard; Cableway Highline; Concrete Batch Plant; Concrete Curing Machine; Concrete Pump; Cranes; Creter; Cranes, Electric Overhead; Cranes 24 Tons and Under; Curb Machine/Slip Form Paver; Finish Dozer; Front End Loader Over 5 CU Yard; Mechanic/Welder; Pioneer Dozer; Roller Asphalt (Breakdown & Finish); Rotomill, Over 6 FT; Scraper, Single, Twin or Pulling Belly Dump; Yo-Yo Cat GROUP 4: Asphalt/Hot Plant Operator, Cranes, 25 Tons to 44 Tons; Crusher Operator; Finish Motor Patrol; Finish Scraper GROUP 5: Cranes, 45 Tons To Including 74 Tons GROUP 6: Cranes, 75 Tons To Including 149 Tons; Crane, Whirley (All) GROUP 7: Cranes, 150 Tons To Including 250 Tons (Add $ 1.00 For Every 100 Tons Over 250 Tons; Crane, Tower (All) POWER EQUIPMENT OPERATOR ZONE PAY: The hourly wage rates applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Court House of the following cities only to the center of the job:


BILLINGS, BOZEMAN, BUTTE, GREAT FALLS, HELENA, KALISPELL, MISSOULA ZONE 1: 0 to 25 miles - Free ZONE 2: 25 to 50 miles - Base Pay +$2.50 ZONE 3: Over 50 miles - Base Pay +$3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract TRUCK DRIVER Group 1 $ 22.39 10.16 Group 2 $ 28.06 10.16 GROUP 1: Pilot Car GROUP 2: Combination Truck and Concrete Mixer and Transit Mixer; Dry Batch Trucks; Distributor Driver; Dumpman; Dump Trucks and Similar Equipment; Dumpster; Flat Trucks; Lumber Carriers; Lowboys; Pickup; Powder Truck Driver; Power Boom; Serviceman; Service Truck/Fuel Truck/ Tireperson; Truck Mechanic; Trucks With Power Equipment; Warehouseman, Partsman, Cardex and Warehouse Expeditor; Water Trucks TRUCK DRIVER ZONE PAY: The hourly wage rates applicable to each project shall be determined by measuring the road miles over the shortest practical maintained route from the County Court House of the following cities only to the center of the job: BILLINGS, BOZEMAN, BUTTE, GREAT FALLS, HELENA, KALISPELL, MISSOULA ZONE 1: 0 to 25 miles - Free ZONE 2: 25 to 50 miles - Base Pay +$2.50 ZONE 3: Over 50 miles - Base Pay +$3.00 The agency shall calculate the mileage and include it in the special provisions of the bid documents and awarded contract WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental. Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017. If this contract is covered by the EO, the contractor must provide employees with 1 hour of paid sick leave for every 30 hours they work, up to 56 hours of paid sick leave each year. Employees must be permitted to use paid sick leave for their own illness, injury or other health-related needs, including preventive care; to assist a family member (or person who is like family to the employee) who is ill, injured, or has other health-related needs, including preventive care; or for reasons resulting from, or to assist a family member (or person who is like family to the employee) who is a victim of, domestic violence, sexual assault, or stalking. Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts.


Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29CFR 5.5 (a) (1) (ii)). The body of each wage determination lists the classification and wage rates that have been found to be prevailing for the cited type(s) of construction in the area covered by the wage determination. The classifications are listed in alphabetical order of ""identifiers"" that indicate whether the particular rate is a union rate (current union negotiated rate for local), a survey rate (weighted average rate) or a union average rate (weighted union average rate). Union Rate Identifiers A four letter classification abbreviation identifier enclosed in dotted lines beginning with characters other than ""SU"" or ""UAVG"" denotes that the union classification and rate were prevailing for that classification in the survey. Example: PLUM0198-005 07/01/2014. PLUM is an abbreviation identifier of the union which prevailed in the survey for this classification, which in this example would be Plumbers. 0198 indicates the local union number or district council number where applicable, i.e., Plumbers Local 0198. The next number, 005 in the example, is an internal number used in processing the wage determination. 07/01/2014 is the effective date of the most current negotiated rate, which in this example is July 1, 2014. Union prevailing wage rates are updated to reflect all rate changes in the collective bargaining agreement (CBA) governing this classification and rate. Survey Rate Identifiers Classifications listed under the ""SU"" identifier indicate that no one rate prevailed for this classification in the survey and the published rate is derived by computing a weighted average rate based on all the rates reported in the survey for that classification. As this weighted average rate includes all rates reported in the survey, it may include both union and non-union rates. Example: SULA2012-007 5/13/2014. SU indicates the rates are survey rates based on a weighted average calculation of rates and are not majority rates. LA indicates the State of Louisiana. 2012 is the year of survey on which these classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination. 5/13/2014 indicates the survey completion date for the classifications and rates under that identifier. Survey wage rates are not updated and remain in effect until a new survey is conducted. Union Average Rate Identifiers Classification(s) listed under the UAVG identifier indicate that no single majority rate prevailed for those classifications; however, 100% of the data reported for the classifications was union data. EXAMPLE: UAVG-OH-0010 08/29/2014. UAVG indicates that the rate is a weighted union average rate. OH indicates the state. The next number, 0010 in the example, is an internal number used in producing the wage determination. 08/29/2014 indicates the survey completion date for the classifications and rates under that identifier. A UAVG rate will be updated once a year, usually in January of each year, to reflect a weighted average of the current negotiated/CBA rate of the union locals from which the rate is based.


WAGE DETERMINATION APPEALS PROCESS 1.) Has there been an initial decision in the matter? This can be: * an existing published wage determination * a survey underlying a wage determination * a Wage and Hour Division letter setting forth a position on a wage determination matter * a conformance (additional classification and rate) ruling On survey related matters, initial contact, including requests for summaries of surveys, should be with the Wage and Hour Regional Office for the area in which the survey was conducted because those Regional Offices have responsibility for the Davis-Bacon survey program. If the response from this initial contact is not satisfactory, then the process described in 2.) and 3.) should be followed. With regard to any other matter not yet ripe for the formal process described here, initial contact should be with the Branch of Construction Wage Determinations. Write to: Branch of Construction Wage Determinations Wage and Hour Division U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 2.) If the answer to the question in 1.) is yes, then an interested party (those affected by the action) can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Write to: Wage and Hour Administrator U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 The request should be accompanied by a full statement of the interested party's position and by any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue. 3.) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to: Administrative Review Board U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 4.) All decisions by the Administrative Review Board are final.

END OF GENERAL DECISION F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\13-WAGES.DAVIS.BACON.01.03.2020.docx

MONTANA PREVAILING WAGE RATES FOR HIGHWAY CONSTRUCTION SERVICES 2020

Effective: January 2, 2020

Steve Bullock, Governor State of Montana

Galen Hollenbaugh, Commissioner Department of Labor and Industry

To obtain copies of prevailing wage rate schedules, or for information relating to public works projects and payment of prevailing wage rates, visit ERD at www.mtwagehourbopa.com or contact:

Employment Relations Division Montana Department of Labor and Industry P. O. Box 201503 Helena, MT 59620-1503 Phone 406-444-6543

The department welcomes questions, comments, and suggestions from the public. In addition, we’ll do our best to provide information in an accessible format, upon request, in compliance with the Americans with Disabilities Act.

MONTANA PREVAILING WAGE REQUIREMENTS

The Commissioner of the Department of Labor and Industry, in accordance with Sections 18-2-401 and 18-2-402 of the Montana Code Annotated (MCA), has determined the standard prevailing rate of wages for the occupations listed in this publication.

The wages specified herein control the prevailing rate of wages for the purposes of Section 18-2-401, et seq., MCA. It is required each employer pay (as a minimum) the rate of wages, including fringe benefits, travel allowance, zone pay and per diem applicable to the district in which the work is being performed as provided in the attached wage determinations.

All Montana Prevailing Wage Rates are available on the internet at www.mtwagehourbopa.com or by contacting the department at (406) 444-6543.

In addition, this publication provides general information concerning compliance with Montana’s Prevailing Wage Law and the payment of prevailing wages. For detailed compliance information relating to public works contracts and payment of prevailing wage rates, please consult the regulations on the internet at www.mtwagehourbopa.com or contact the department at (406) 444-6543.

GALEN HOLLENBAUHG Commissioner Department of Labor and Industry State of Montana

http://erd.dli.mt.gov/labor-standards



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TABLE OF CONTENTS MONTANA PREVAILING WAGE REQUIREMENTS:

WAGE RATES:

A. Date of Publication ………………………………………………………………………………………………………………. 3 B. Definition of Highway Construction ……………………………………………………………………………………….......... 3 C. Definition of Public Works Contract ………………………………………………………………………………………….... 3 D. Prevailing Wage Schedule ……………………………………………………………………………………………………… 3 E. Rates to Use for Projects ………………………………………………………………………………………………………… 3 F. Wage Rate Adjustments for Multiyear Contracts ……………………………………………………………………………… 3 G. Fringe Benefits ……………………………………………………………………………………………………………………. 4 H. Dispatch City ………………………………………………………………………………………………………………………. 4 I. Zone Pay ………………………………………………………………………………………………………………………….. 4 J. Computing Travel Benefits ……………………………………………………………………………………………………… 4 K. Per Diem ………………………………………………………………………………………………………………………….. 4 L. Apprentices ……………………………………………………………………………………………………………………….. 4 M. Posting Notice of Prevailing Wages ……………………………………………………………………………………………. 5 N. Employment Preference ……………………………………………………………………………………………………....... 5 O. Projects of a Mixed Nature ............................................................................................................................................ 5 P. Occupations Definitions Website .................................................................................................................................... 5 Q. Welder Rates ……………………………………………………………………………………………………………………. 5 R. Foreman Rates …………………………………………………………………………………………………………………. 5

BRICK, BLOCK, AND STONE MASONS ………………………………………………………………………………………........ 6 CARPENTERS ………………………………………………………………………………………………………………………….. 6 CEMENT MASONS AND CONCRETE FINISHERS ……………………………………………………………………………….. 6 CONSTRUCTION EQUIPMENT OPERATORS

OPERATORS GROUP 1 …………………………………………………………………………………………………………..... 6 OPERATORS GROUP 2 ……………………………………………………………………………………………………………. 7 OPERATORS GROUP 3 ……………………………………………………………………………………………………………. 7 OPERATORS GROUP 4 ……………………………………………………………………………………………………………. 8 OPERATORS GROUP 5 ……………………………………………………………………………………………………………. 8 OPERATORS GROUP 6 ……………………………………………………………………………………………………………. 8 OPERATORS GROUP 7 ……………………………………………………………………………………………………………. 8

CONSTRUCTION LABORERS LABORERS GROUP 1 ……………………………………………………………………………………………………………. 9 LABORERS GROUP 2 ……………………………………………………………………………………………………………. 9 LABORERS GROUP 3 ……………………………………………………………………………………………………………. 9 LABORERS GROUP 4 ……………………………………………………………………………………………………………. 10

DIVERS …………………………………………………………………………………………………………………………………. 10 DIVER TENDERS ………………………………………………………………………………………………………………………. 10 ELECTRICIANS ………………………………………………………………………………………………………………………… 11 IRONWORKERS - STRUCTURAL STEEL AND REBAR PLACERS ……………………………………………………………. 11 LINE CONSTRUCTION

EQUIPMENT OPERATOR …………………………………………………………………………...…………………………….. 11 GROUNDMAN ……………………………………………………………………………………………………………………….. 11 LINEMAN …………………………………………………………………………………………………………………………..….. 12

MILLWRIGHTS ………………………………………………………………………………………………………………………….. 12 PAINTERS ……………………………………………………………………………………………………………………………… 12 PILE BUCKS …………………………………………………………………………………………………………………………….. 12 TRUCK DRIVERS ……………………………………………………………………….........……………...................................... 12

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A. Date of Publication January 2, 2020

B. Definition of Highway Construction

The Administrative Rules of Montana (ARM), 24.17.501(3) – (3)(a), states “Highway construction projects include, but

are not limited to, the construction, alteration, or repair of roads, streets, highways, runways, taxiways, alleys, trails,

paths, and parking areas, bridges constructed or repaired in conjunction with highway work, and other similar projects

not incidental to building construction or heavy construction.

Highway construction projects include, but are not limited to, alleys, base courses, bituminous treatments, bridle paths,

concrete pavement, curbs, excavation and embankment (for road construction), fencing (highway), grade crossing

elimination (overpasses or underpasses), guard rails on highways, highway signs, highway bridges (overpasses,

underpasses, grade separation), medians, parking lots, parkways, resurfacing streets and highways, roadbeds, roadways,

runways, shoulders, stabilizing courses, storm sewers incidental to road construction, street paving, surface courses,

taxiways, and trails.”

C. Definition of Public Works Contract

Section 18-2-401(11)(a), MCA defines “public works contract” as “…a contract for construction services let by the state,

county, municipality, school district, or political subdivision or for nonconstruction services let by the state, county,

municipality, or political subdivision in which the total cost of the contract is in excess of $25,000...”.

D. Prevailing Wage Schedule

This publication covers only Highway Construction occupations and rates in the specific localities mentioned herein.

These rates will remain in effect until superseded by a more current publication. Current prevailing wage rate schedules

for Building Construction, Heavy Construction and Nonconstruction Services occupations can be found on the internet at

www.mtwagehourbopa.com or by contacting the department at (406) 444-6543.

E. Rates to Use for Projects ARM, 24.17.127(1)(c), states “The wage rates applicable to a particular public works project are those in effect at the time the bid specifications are advertised.”

F. Wage Rate Adjustments for Multiyear Contracts

Section 18-2-417, MCA states:

“(1) Any public works contract that by the terms of the original contract calls for more than 30 months to fully perform

must include a provision to adjust, as provided in subsection (2), the standard prevailing rate of wages to be paid to the

workers performing the contract.

(2) The standard prevailing rate of wages paid to workers under a contract subject to this section must be adjusted 12

months after the date of the award of the public works contract. The amount of the adjustment must be a 3% increase. The

adjustment must be made and applied every 12 months for the term of the contract.

(3) Any increase in the standard rate of prevailing wages for workers under this section is the sole responsibility of the

contractor and any subcontractors and not the contracting agency.”


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G. Fringe Benefits

Section 18-2-412, MCA states:

“(1) To fulfill the obligation...a contractor or subcontractor may:

(a) pay the amount of fringe benefits and the basic hourly rate of pay that is part of the standard prevailing rate of wages

directly to the worker or employee in cash;

(b) make an irrevocable contribution to a trustee or a third person pursuant to a fringe benefit fund, plan, or program that

meets the requirements of the Employee Retirement Income Security Act of 1974 or that is a bona fide program approved

by the U. S. department of labor; or

(c) make payments using any combination of methods set forth in subsections (1)(a) and (1)(b) so that the aggregate of

payments and contributions is not less than the standard prevailing rate of wages, including fringe benefits and travel

allowances, applicable to the district for the particular type of work being performed.

(2) The fringe benefit fund, plan, or program described in subsection (1)(b) must provide benefits to workers or employees

for health care, pensions on retirement or death, life insurance, disability and sickness insurance, or bona fide programs

that meet the requirements of the Employee Retirement Income Security Act of 1974 or that are approved by the U. S.

department of labor.”

Fringe benefits are paid for all hours worked (straight time and overtime hours). However, fringe benefits are not to be

considered a part of the hourly rate of pay for calculating overtime, unless there is a collectively bargained agreement in

effect that specifies otherwise.

H. Dispatch City ARM, 24.17.103(11), defines dispatch city as “...the courthouse in the city from the following list which is closest to the center

of the job: Billings, Bozeman, Butte, Great Falls, Helena, Kalispell, and Missoula.”

I. Zone Pay Zone pay is not travel pay. ARM, 24.17.103(24), defines zone pay as “...an amount added to the base pay; the combined sum

then becomes the new base wage rate to be paid for all hours worked on the project. Zone pay must be determined by measuring

the road miles one way over the shortest practical maintained route from the dispatch city to the center of the job.” See section

H above for a list of dispatch cities.

J. Computing Travel Benefits ARM, 24.17.103(22), states “ ‘Travel pay,’ also referred to as ‘travel allowance,’ is and must be paid for travel both to and from the job site, except those with special provisions listed under the classification. The rate is determined by measuring the

road miles one direction over the shortest practical maintained route from the dispatch city or the employee's home, whichever is closer, to the center of the job.” See section H above for a list of dispatch cities.

K. Per Diem ARM, 24.17.103(18), states “ ‘Per diem’ typically covers costs associated with board and lodging expenses. Per diem is paid when an employee is required to work at a location outside the daily commuting distance and is required to stay at that location

overnight or longer.”

L. Apprentices

Wage rates for apprentices registered in approved federal or state apprenticeship programs are contained in those

programs. Additionally, Section 18-2-416(2), MCA states “…The full amount of any applicable fringe benefits must be

paid to the apprentice while the apprentice is working on the public works contract.” Apprentices not registered in

approved federal or state apprenticeship programs will be paid the appropriate journey level prevailing wage rate when

working on a public works contract.

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M. Posting Notice of Prevailing Wages

Section 18-2-406, MCA, provides that contractors, subcontractors, and employers who are “…performing work or

providing construction services under public works contracts, as provided in this part, shall post in a prominent and

accessible site on the project or staging area, not later than the first day of work and continuing for the entire duration of

the project, a legible statement of all wages and fringe benefits to be paid to the employees.”

N. Employment Preference

Sections 18-2-403 and 18-2-409, MCA require contractors to give preference to the employment of bona fide Montana

residents in the performance of work on public works contracts.

O. Projects of a Mixed Nature Section 18-2-408, MCA states:

“(1) The contracting agency shall determine, based on the preponderance of labor hours to be worked, whether the public

works construction services project is classified as a highway construction project, a heavy construction project, or a building construction project.

(2) Once the project has been classified, employees in each trade classification who are working on that project must be paid at the rate for that project classification”

P. Occupations Definitions You can find definitions for these occupations on the following Bureau of Labor Statistics website:

http://www.bls.gov/oes/current/oes_stru.htm

Q. Welder Rates

Welders receive the rate prescribed for the craft performing an operation to which welding is incidental.

R. Foreman Rates

Rates are no longer set for foremen. However, if a foreman performs journey level work, the foreman must be paid at

least the journey level rate.

http://www.bls.gov/oes/current/oes_stru.htm

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WAGE RATES BRICK, BLOCK, AND STONE MASONS Wage Benefit $28.71 $14.79

Travel: 0-45 mi. free zone >45-60 mi. $32.50/day >60-90 mi. $62.00/day >90 mi. $75.00/day

↑ Back to Table of Contents

CARPENTERS Wage Benefit $31.00 $13.57

Zone Pay: 0-30 mi. free zone >30-60 mi. base pay + $4.00/hr. >60 mi. base pay + $6.00/hr.


CEMENT MASONS AND CONCRETE FINISHERS Wage Benefit $24.87 $12.64

Duties Include: Smooth and finish surfaces of poured concrete, such as floors, walks, sidewalks, or curbs. Align forms for sidewalks, curbs, or gutters.



CONSTRUCTION EQUIPMENT OPERATORS GROUP 1 Wage Benefit $26.52 $11.50

This group includes but is not limited to: Air Compressor; Auto Fine Grader; Belt Finishing; Boring Machine (Small); Cement Silo; Crane, A-Frame Truck Crane; Crusher Conveyor; DW-10, 15, and 20 Tractor Roller; Farm Tractor; Forklift; Form Grader; Front-End Loader, under 1 cu. yd; Oiler, Heavy Duty Drills; Herman Nelson Heater; Mucking Machine; Oiler, All Except Cranes/Shovels; Pumpman.



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This group includes but is not limited to: Air Doctor; Backhoe\Excavator\Shovel, up to and incl. 3 cu. yds; Bit Grinder; Bitunimous Paving Travel Plant; Boring Machine, Large; Broom, Self-Propelled; Concrete Travel Batcher; Concrete Float & Spreader; Concrete Bucket Dispatcher; Concrete Finish Machine; Concrete Conveyor; Distributor; Dozer, Rubber-Tired, Push, & Side Boom; Elevating Grader\Gradall; Field Equipment Serviceman; Front-End Loader, 1 cu. yd up to and incl. 5 cu. yds; Grade Setter; Heavy Duty Drills, All Types; Hoist\Tugger, All; Hydralift Forklifts & Similar; Industrial Locomotive; Motor Patrol (except finish); Mountain Skidder; Oiler, Cranes\Shovels; Pavement Breaker, EMSCO; Power Saw, Self-Propelled; Pugmill; Pumpcrete\Grout Machine; Punch Truck; Roller, other than Asphalt; Roller, Sheepsfoot (Self-Propelled); Roller, 25 tons and over; Ross Carrier; Rotomill, under 6 ft; Trenching Machine; Washing /Screening Plant




This group includes but is not limited to: Asphalt Paving Machine; Asphalt Screed; Backhoe\Excavator\Shovel, over 3 cu. yds; Cableway Highline; Concrete Batch Plant; Concrete Curing Machine; Concrete Pump; Cranes, Creter; Cranes, Electric Overhead; Cranes, 24 tons and under; Curb Machine\Slip Form Paver; Finish Dozer; Front-End Loader, over 5 cu. yds; Mechanic\Welder; Pioneer Dozer; Roller Asphalt (Breakdown & Finish); Rotomill, over 6 ft; Scraper, Single, Twin, or Pulling Belly-Dump; YO-YO Cat.



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This group includes but is not limited to: Asphalt\Hot Plant Operator; Cranes, 25 tons up to and incl. 44 tons; Crusher Operator; Finish Motor Patrol; Finish Scraper.




This group includes but is not limited to: Cranes, 45 tons up to and incl. 74 tons.




This group includes but is not limited to: Cranes, 75 tons up to and incl. 149 tons; Cranes, Whirley (All).




This group includes but is not limited to: Cranes, 150 tons up to and incl. 250 tons; Cranes, over 250 tons—add $1.00 for every 100 tons over 250 tons; Crane, Tower (All); Crane Stiff-Leg or Derrick; Helicopter Hoist.



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CONSTRUCTION LABORERS GROUP 1/FLAG PERSON FOR TRAFFIC CONTROL Wage Benefit $20.90 $11.00



CONSTRUCTION LABORERS GROUP 2 Wage Benefit $23.97 $10.47

This group includes but is not limited to: General Labor; Asbestos Removal; Burning Bar; Bucket Man; Carpenter Tender; Caisson Worker; Cement Mason Tender; Cement Handler (dry); Chuck Tender; Choker Setter; Concrete Worker; Curb Machine-lay Down; Crusher and Batch Worker; Heater Tender; Fence Erector; Landscape Laborer; Landscaper; Lawn Sprinkler Installer; Pipe Wrapper; Pot Tender; Powderman Tender; Rail and Truck Loaders and Unloaders; Riprapper; Sign Erection; Guardrail and Jersey Rail; Spike Driver; Stake Jumper; Signalman; Tail Hoseman; Tool Checker and Houseman and Traffic Control Worker.




This group includes but is not limited to: Concrete Vibrator; Dumpman (Grademan); Equipment Handler; Geotextile and Liners; High-Pressure Nozzleman; Jackhammer (Pavement Breaker) Non-Riding Rollers; Pipelayer; Posthole Digger (Power); Power Driven Wheelbarrow; Rigger; Sandblaster; Sod Cutter-Power and Tamper.



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This group includes but is not limited to: Hod Carrier***; Water Well Laborer; Blaster; Wagon Driller; Asphalt Raker; Cutting Torch; Grade Setter; High-Scaler; Power Saws (Faller & Concrete); Powderman; Rock & Core Drill; Track or Truck Mounted Wagon Drill and Welder incl. Air Arc.



DIVERS Wage Benefit Stand-By $41.23 $16.88 Diving $82.46 $16.88

Depth Pay (Surface Diving) 0-20 ft. free zone >20-100 ft. $2.00 per ft. >100-150 ft. $3.00 per ft. >150-220 ft. $4.00 per ft. >220 ft. $5.00 per ft.

Diving In Enclosures 0-25 ft. free zone >25-300 ft. $1.00 per ft.



DIVER TENDERS Wage Benefit $40.23 $16.88

The tender shall receive 2 hours at the straight time pay rate per shift for dressing and/or undressing a Diver when work is done under hyperbaric conditions.



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ELECTRICIANS Wage Benefit $34.08 $14.91

Travel: No mileage due when traveling in employer’s vehicle.

The following travel allowance is applicable when traveling in employee’s vehicle:

0-18 mi. free zone >18-60 mi. federal mileage rate/mi. >60 mi. $75.00/day


IRONWORKERS - STRUCTURAL STEEL AND REBAR PLACERS Wage Benefit $28.00 $26.40

Duties Include: Structural steel erection; assemble prefabricated metal buildings; cut, bend, tie, and place rebar; energy producing windmill type towers; metal bleacher seating; handrail fabrication and ornamental steel.

Travel: 0-45 mi. free zone >45-60 mi. $40.00/day >60-100 mi. $65.00/day >100 mi. $85.00/day

Special Provision: When the employer provides transportation, travel will not be paid. However, when an employee is required to travel over 70 miles one way, the employee may elect to receive the travel pay in lieu of the transportation.


LINE CONSTRUCTION – EQUIPMENT OPERATORS Wage Benefit $35.04 $16.45

Travel: No Free Zone $60.00/day


LINE CONSTRUCTION – GROUNDMAN Wage Benefit $27.36 $15.60



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LINE CONSTRUCTION – LINEMAN Wage Benefit $45.74 $17.60



MILLWRIGHTS Wage Benefit $32.00 $13.57



PAINTERS Wage Benefit $28.00 $10.30



PILE BUCKS Wage Benefit $31.00 $13.57

Duties Include: Set up crane; set up hammer; weld tips on piles; set leads; insure piles are driven straight with the use of level or plum bob. Give direction to crane operator as to speed, and direction of swing. Cut piles to grade.



13

TRUCK DRIVERS Wage Benefit Pilot Car Driver $22.39 $11.00 Truck Driver $28.06 $10.16

Truck drivers include but are not limited to: Combination Truck and Concrete Mixer and Transit Mixer; Dry Batch Trucks; Distributor Driver; Dumpman; Dump Trucks and similar equipment; Dumpster; Flat Trucks; Lumber Carriers; Lowboys; Pickup; Powder Truck Driver; Power Boom; Serviceman; Service Truck/Fuel Truck/Tireperson; Truck Mechanic; Trucks with Power Equipment; Warehouseman, Partsman, Cardex and Warehouse Expeditor; Water Trucks.

Zone Pay: All Districts 0-25 mi. free zone >25-50 mi. base pay + $2.50/hr. >50 mi. base pay + .$3.00/hr.


PART VII MISCELLANEOUS FORMS Contract Performance Bond Payment Bond Closeout Affidavit on Behalf of the Contractor Compliance Letter Affidavit of Amounts Paid DBE Participants Consent of Surety to Final Payment Unconditional Waiver and Release on Payment Contractor’s Certificate of Completion Certificate of Substantial Completion

CONTRACT PAGE 1

CONTRACT THIS CONTRACT, made as of the day of __________, 2020, by and between Ravalli County, Montana hereinafter called the Sponsor, and hereinafter called the Contractor, that said Contractor, if a corporation organized under any laws of any state or other jurisdiction other than the State of Montana, represents that it is licensed and registered to do business in the State of Montana as provided by Title 35, Chapter 1, Part 10, Montana Code Annotated. WITNESSETH:

THAT WHEREAS the Owner/Sponsor intends to complete A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020, Ravalli County Airport Improvements hereinafter called the Project, in accordance with the Drawings, Specifications and other Contract Documents prepared by Robert Peccia & Associates, Consulting Engineers, hereinafter called the Engineer and as such designated by the parties hereto as an agent for the Owner/Sponsor to protect the interests of the Owner/Sponsor and to insure that the Contractor's work is done in full compliance with the terms of the contract. NOW THEREFORE, the Owner/Sponsor and Contractor for the considerations herein set forth, agree as follows: THE CONTRACTOR AGREES to furnish all the necessary labor, materials, equipment, tools and services necessary to perform and complete in a workmanlike manner all work required for the construction of the Project included in the following units and items of the Proposal, in strict compliance with the Contract Documents herein mentioned, which are hereby made a part of the Contract: a. Contract Time. Work under this Contract shall be commenced upon written notice to proceed and

shall be completed within 153 calendar days for the Base Bid, 28 additional calendar days for Additive Alternative #1, and 17 days for any combination of the remaining Additive Alternates from and including the date(s) authorized in the Notice to Proceed. All work under this contract shall be completed by November 1, 2021, excepting final paint application, and seeding, fertilizing, and mulching.

b. Liquidated Damages. Subject to the Special Provisions, the Owner/Sponsor shall be entitled to

liquidated damages for each calendar day delay in the completion of the Contract. c. Subcontractors. The Contractor agrees to bind every subcontractor by the terms of the Contract

Documents. The Contract Documents shall not be construed as creating any contractual relation between any subcontractor and the Owner/Sponsor.

THE OWNER/SPONSOR AGREES to pay, and the Contractor agrees to accept, in full payment for the performance of this Contract, the Contract Amount of: ($ ) based on the prices stipulated in the Proposal and in accordance with the provisions of the Contract Documents. a. Progress Payments. Progress payments will be made in accordance with the General Provisions. CONTRACT DOCUMENTS: The term "Contract Documents" as used herein shall mean and include the General Provisions hereto attached and the documents listed in Paragraph 10.13 of said General Provisions, all of which are by this reference incorporated into and made a part of this Contract. In the event that any provision of one Contract Document conflicts with the provision of another Contract

CONTRACT

Document, the provision in that Contract Document first listed below shall govern, except as otherwise specifically stated:

a. Addenda to Contract Documents: b. Contract (this instrument) c. Performance and Payment Bonds d. Wage Rate Schedule e. Proposal

f. Proposal Guaranty g. Construction Safety and Phasing Plan h. Special Provisions i. Advertisement for Bids j. Information for Bidders

k. Drawings l. Detailed Specification Requirements (Technical Specifications)

m. Closeout Documents n. General Provisions

AUTHORITY AND RESPONSIBILITY OF THE ENGINEER: All work shall be done under the general surveillance of the Engineer. The Engineer shall decide any and all questions that may arise as to the quality and acceptability of materials furnished, work performed, rate of progress of work, interpretation of Drawings and Specifications, and all questions as to the acceptable fulfillment of the Contract on the part of the Contractor. In acting in this capacity under this Contract, the Engineer is verifying that the Contractor's work is done in full compliance with the terms of this Contract, and this service does not include direction or supervision of the Contractor's employees, agents or subcontractors, or the inspection of any of the equipment, installations, temporary shoring, or any other of the Contractor's operations or those of his subcontractors to safeguard their agents or employees or the general public, or to prevent damage to public or private property, this being the sole responsibility of the Contractor. SAFETY PROVISIONS: It is a condition of this Contract, and shall be made a condition of each subcontract entered into pursuant to this Contract, that the Contractor and any subcontractor shall not require any laborer or mechanic employed in performance of the Contract to work in surroundings or under working conditions which are unsanitary, hazardous or dangerous to his health or safety, as determined under construction safety and health standards, Title 29, Code of Federal Regulations, Part 1518, 36 F.R. 7340, promulgated by the United States Secretary of Labor in accordance with Section 107 of the Contract Work Hours and Safety Standards Act, 82 Stat. 96. The Contractor shall be responsible for identifying and meeting all safety standards that are applicable to this project. The Contractor shall hold harmless the Owner/Sponsor and the Engineer from any claims made as a result of the Contractor's responsibilities in this regard. CONTRACT CLAUSES AND REQUIREMENTS FOR CONSTRUCTION CONTRACTS:

A.I.P. PROJECT

The work in this contract is included in A.I.P. Project No.’s 3-30-0037-019-2020 & 3-30-0037-020-2020, which are to be undertaken and accomplished by Ravalli County in accordance with the terms and conditions of a grant agreement to be entered into between the Owner/Sponsors and the United States, under the Airport and Airway Development Act of 1970, as amended (84 Stat. 219), and FAR Part 152 (14 CFR Part 152), pursuant to which the United States will agree to pay a certain percentage of the costs of the project that are determined to be allowable project costs under that Act. The United States is not a party to this contract and no reference in this contract to the FAA or any representative thereof, or to any

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rights granted to the FAA or any representative thereof, or the United States, by the contract, makes the United States a party to this contract. It is required that the Contractor and any Subcontractor insert the following contract provisions, in their entirety, in each subcontract and any lower tier subcontracts. Furthermore, it is required that the Contractor and any Subcontractor incorporate, applicable requirements of these contract provisions, by reference, for work done under any purchase orders, rental agreements, and other agreements for supplies or services. The prime Contractor shall be responsible for compliance with these contract provisions by any subcontractor, lower-tier subcontractor, or service provider.

ACCESS TO RECORDS AND REPORTS 2 CFR § 200.336, 2 CFR § 200.333, FAA Order 5100.38

The Contractor must maintain an acceptable cost accounting system. The Contractor agrees to provide the Owner, the Federal Aviation Administration and the Comptroller General of the United States or any of their duly authorized representatives access to any books, documents, papers and records of the Contractor which are directly pertinent to the specific contract for the purpose of making audit, examination, excerpts and transcriptions. The Contractor agrees to maintain all books, records and reports required under this contract for a period of not less than three years after final payment is made and all pending matters are closed.

BREACH OF CONTRACT TERMS 2 CFR § 200 Appendix II (A)

Any violation or breach of terms of this contract on the part of the Contractor or its Subcontractors may result in the suspension or termination of this contract or such other action that may be necessary to enforce the rights of the parties of this agreement.

Owner will provide Contractor written notice that describes the nature of the breach and corrective actions the Contractor must undertake in order to avoid termination of the contract. Owner reserves the right to withhold payments to Contractor until such time the Contractor corrects the breach or the Owner elects to terminate the contract. The Owner’s notice will identify a specific date by which the Contractor must correct the breach. Owner may proceed with termination of the contract if the Contractor fails to correct the breach by the deadline indicated in the Owner’s notice.

The duties and obligations imposed by the Contract Documents and the rights and remedies available thereunder are in addition to, and not a limitation of, any duties, obligations, rights and remedies otherwise imposed or available by law.

BUY AMERICAN CERTIFICATION 49 USC § 50101

The Contractor agrees to comply with 49 USC § 50101, which provides that Federal funds may not be obligated unless all steel and manufactured goods used in AIP funded projects are produced in the United States, unless the Federal Aviation Administration has issued a waiver for the product; the product is listed as an Excepted Article, Material Or Supply in Federal Acquisition Regulation subpart 25.108; or is included in the FAA Nationwide Buy American Waivers Issued list. A bidder or offeror must complete and submit the Buy America certification included herein with their bid or offer. The Owner will reject as nonresponsive any bid or offer that does not include a completed Certificate of Buy American Compliance.

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GENERAL CIVIL RIGHTS PROVISIONS 49 USC § 47123

The Contractor agrees to comply with pertinent statutes, Executive Orders and such rules as are promulgated to ensure that no person shall, on the grounds of race, creed, color, national origin, sex, age, or disability be excluded from participating in any activity conducted with or benefiting from Federal assistance. This provision binds the Contractor and Subcontractors from the bid solicitation period through the completion of the contract. This provision is in addition to that required by Title VI of the Civil Rights Act of 1964.

CIVIL RIGHTS – TITLE VI ASSURANCE 49 USC § 47123, FAA Order 1400.11

Compliance with Nondiscrimination Requirements:

During the performance of this contract, the Contractor, for itself, its assignees, and successors in interest (hereinafter referred to as the “Contractor”), agrees as follows:

1. Compliance with Regulations: The Contractor (hereinafter includes consultants) will comply with the Title VI List of Pertinent Nondiscrimination Acts and Authorities, as they may be amended from time to time, which are herein incorporated by reference and made a part of this contract. 2. Nondiscrimination: The Contractor, with regard to the work performed by it during the contract, will not discriminate on the grounds of race, color, or national origin in the selection and retention of subcontractors, including procurements of materials and leases of equipment. The Contractor will not participate directly or indirectly in the discrimination prohibited by the Nondiscrimination Acts and Authorities, including employment practices when the contract covers any activity, project, or program set forth in Appendix B of 49 CFR part 21. 3. Solicitations for Subcontracts, including Procurements of Materials and Equipment: In all solicitations, either by competitive bidding or negotiation made by the Contractor for work to be performed under a subcontract, including procurements of materials, or leases of equipment, each potential subcontractor or supplier will be notified by the Contractor of the contractor’s obligations under this contract and the Nondiscrimination Acts and Authorities on the grounds of race, color, or national origin. 4. Information and Reports: The Contractor will provide all information and reports required by the Acts, the Regulations, and directives issued pursuant thereto and will permit access to its books, records, accounts, other sources of information, and its facilities as may be determined by the sponsor or the Federal Aviation Administration to be pertinent to ascertain compliance with such Nondiscrimination Acts and Authorities and instructions. Where any information required of a contractor is in the exclusive possession of another who fails or refuses to furnish the information, the Contractor will so certify to the sponsor or the Federal Aviation Administration, as appropriate, and will set forth what efforts it has made to obtain the information. 5. Sanctions for Noncompliance: In the event of a Contractor’s noncompliance with the non-discrimination provisions of this contract, the sponsor will impose such contract sanctions as it or the Federal Aviation Administration may determine to be appropriate, including, but not limited to:

a. Withholding payments to the Contractor under the contract until the Contractor complies; and/or b. Cancelling, terminating, or suspending a contract, in whole or in part.

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6. Incorporation of Provisions: The Contractor will include the provisions of paragraphs one through six in every subcontract, including procurements of materials and leases of equipment, unless exempt by the Acts, the Regulations, and directives issued pursuant thereto. The Contractor will take action with respect to any subcontract or procurement as the sponsor or the Federal Aviation Administration may direct as a means of enforcing such provisions including sanctions for noncompliance. Provided, that if the Contractor becomes involved in, or is threatened with litigation by a subcontractor, or supplier because of such direction, the Contractor may request the sponsor to enter into any litigation to protect the interests of the sponsor. In addition, the Contractor may request the United States to enter into the litigation to protect the interests of the United States.

Title VI List of Pertinent Nondiscrimination Acts and Authorities During the performance of this contract, the Contractor, for itself, its assignees, and successors in interest (hereinafter referred to as the “Contractor”) agrees to comply with the following nondiscrimination statutes and authorities; including but not limited to:

• Title VI of the Civil Rights Act of 1964 (42 USC § 2000d et seq., 78 stat. 252) (prohibits discrimination on the basis of race, color, national origin);

• 49 CFR part 21 (Non-discrimination in Federally-assisted programs of the Department of Transportation—Effectuation of Title VI of the Civil Rights Act of 1964);

• The Uniform Relocation Assistance and Real Property Acquisition Policies Act of 1970, (42 USC § 4601) (prohibits unfair treatment of persons displaced or whose property has been acquired because of Federal or Federal-aid programs and projects);

• Section 504 of the Rehabilitation Act of 1973 (29 USC § 794 et seq.), as amended (prohibits discrimination on the basis of disability); and 49 CFR part 27;

• The Age Discrimination Act of 1975, as amended (42 USC § 6101 et seq.) (prohibits discrimination on the basis of age);

• Airport and Airway Improvement Act of 1982 (49 USC § 471, Section 47123), as amended (prohibits discrimination based on race, creed, color, national origin, or sex);

• The Civil Rights Restoration Act of 1987 (PL 100-209) (broadened the scope, coverage and applicability of Title VI of the Civil Rights Act of 1964, the Age Discrimination Act of 1975 and Section 504 of the Rehabilitation Act of 1973, by expanding the definition of the terms “programs or activities” to include all of the programs or activities of the Federal-aid recipients, sub-recipients and contractors, whether such programs or activities are Federally funded or not);

• Titles II and III of the Americans with Disabilities Act of 1990, which prohibit discrimination on the basis of disability in the operation of public entities, public and private transportation systems, places of public accommodation, and certain testing entities (42 USC §§ 12131 – 12189) as implemented by U.S. Department of Transportation regulations at 49 CFR parts 37 and 38;

• The Federal Aviation Administration’s Nondiscrimination statute (49 USC § 47123) (prohibits discrimination on the basis of race, color, national origin, and sex);

• Executive Order 12898, Federal Actions to Address Environmental Justice in Minority Populations and Low-Income Populations, which ensures nondiscrimination against minority populations by discouraging programs, policies, and activities with disproportionately high and adverse human health or environmental effects on minority and low-income populations;

• Executive Order 13166, Improving Access to Services for Persons with Limited English Proficiency, and resulting agency guidance, national origin discrimination includes discrimination because of limited English proficiency (LEP). To ensure compliance with Title VI, you must take reasonable steps to ensure that LEP persons have meaningful access to your programs (70 Fed. Reg. at 74087 to 74100);

• Title IX of the Education Amendments of 1972, as amended, which prohibits you from discriminating because of sex in education programs or activities (20 USC 1681 et seq).

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CLEAN AIR AND WATER POLLUTION CONTROL 2 CFR § 200, Appendix II (G)

Contractor agrees to comply with all applicable standards, orders, and regulations issued pursuant to the Clean Air Act (42 USC § 740-7671q) and the Federal Water Pollution Control Act as amended (33 USC § 1251-1387). The Contractor agrees to report any violation to the Owner immediately upon discovery. The Owner assumes responsibility for notifying the Environmental Protection Agency (EPA) and the Federal Aviation Administration. Contractor must include this requirement in all subcontracts that exceeds $150,000.

CONTRACT WORKHOURS AND SAFETY STANDARDS ACT REQUIREMENTS 2 CFR § 200 Appendix II (E)

1. Overtime Requirements. No contractor or subcontractor contracting for any part of the contract work which may require or involve the employment of laborers or mechanics shall require or permit any such laborer or mechanic, including watchmen and guards, in any workweek in which he or she is employed on such work to work in excess of forty hours in such workweek unless such laborer or mechanic receives compensation at a rate not less than one and one-half times the basic rate of pay for all hours worked in excess of forty hours in such workweek. 2.Violation; Liability for Unpaid Wages; Liquidated Damages. In the event of any violation of the clause set forth in paragraph (1) of this clause, the Contractor and any subcontractor responsible therefore shall be liable for the unpaid wages. In addition, such contractor and subcontractor shall be liable to the United States (in the case of work done under contract for the District of Columbia or a territory, to such District or to such territory), for liquidated damages. Such liquidated damages shall be computed with respect to each individual laborer or mechanic, including watchmen and guards, employed in violation of the clause set forth in paragraph (1) of this clause, in the sum of $10 for each calendar day on which such individual was required or permitted to work in excess of the standard workweek of forty hours without payment of the overtime wages required by the clause set forth in paragraph (1) of this clause. 3. Withholding for Unpaid Wages and Liquidated Damages. The Federal Aviation Administration (FAA) or the Owner shall upon its own action or upon written request of an authorized representative of the Department of Labor withhold or cause to be withheld, from any moneys payable on account of work performed by the contractor or subcontractor under any such contract or any other Federal contract with the same prime contractor, or any other federally assisted contract subject to the Contract Work Hours and Safety Standards Act, which is held by the same prime contractor, such sums as may be determined to be necessary to satisfy any liabilities of such contractor or subcontractor for unpaid wages and liquidated damages as provided in the clause set forth in paragraph (2) of this clause. 4. Subcontractors. The Contractor or subcontractor shall insert in any subcontracts the clauses set forth in paragraphs (1) through (4) and also a clause requiring the subcontractor to include these clauses in any lower tier subcontracts. The prime contractor shall be responsible for compliance by any subcontractor or lower tier subcontractor with the clauses set forth in paragraphs (1) through (4) of this clause.

COPELAND “ANTI-KICKBACK” ACT 2 CFR § 200, Appendix II (D), 29 CFR Parts 3 & 5

Contractor must comply with the requirements of the Copeland “Anti-Kickback” Act (18 USC 874 and 40 USC 3145), as supplemented by Department of Labor regulation 29 CFR part 3. Contractor and

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subcontractors are prohibited from inducing, by any means, any person employed on the project to give up any part of the compensation to which the employee is entitled. The Contractor and each Subcontractor must submit to the Owner, a weekly statement on the wages paid to each employee performing on covered work during the prior week. Owner must report any violations of the Act to the Federal Aviation Administration.

DAVIS-BACON REQUIREMENTS 2 CFR § 200, Appendix II (D), 29 CFR Part 5

1. Minimum Wages. (i) All laborers and mechanics employed or working upon the site of the work will be paid unconditionally and not less often than once a week, and without subsequent deduction or rebate on any account (except such payroll deductions as are permitted by the Secretary of Labor under the Copeland Act (29 CFR Part 3)), the full amount of wages and bona fide fringe benefits (or cash equivalent thereof) due at time of payment computed at rates not less than those contained in the wage determination of the Secretary of Labor which is attached hereto and made a part hereof, regardless of any contractual relationship which may be alleged to exist between the Contractor and such laborers and mechanics. Contributions made or costs reasonably anticipated for bona fide fringe benefits under section 1(b)(2) of the Davis-Bacon Act on behalf of laborers or mechanics are considered wages paid to such laborers or mechanics, subject to the provisions of paragraph (1)(iv) of this section; also, regular contributions made or costs incurred for more than a weekly period (but not less often than quarterly) under plans, funds, or programs which cover the particular weekly period, are deemed to be constructively made or incurred during such weekly period. Such laborers and mechanics shall be paid the appropriate wage rate and fringe benefits on the wage determination for the classification of work actually performed, without regard to skill, except as provided in 29 CFR Part 5.5(a)(4). Laborers or mechanics performing work in more than one classification may be compensated at the rate specified for each classification for the time actually worked therein: Provided that the employer’s payroll records accurately set forth the time spent in each classification in which work is performed. The wage determination (including any additional classification and wage rates conformed under (1)(ii) of this section) and the Davis-Bacon poster (WH-1321) shall be posted at all times by the Contractor and its subcontractors at the site of the work in a prominent and accessible place where it can easily be seen by the workers. (ii) (A) The contracting officer shall require that any class of laborers or mechanics, including helpers,

which is not listed in the wage determination and which is to be employed under the contract shall be classified in conformance with the wage determination. The contracting officer shall approve an additional classification and wage rate and fringe benefits therefore only when the following criteria have been met:

(1) The work to be performed by the classification requested is not performed by a classification

in the wage determination; (2) The classification is utilized in the area by the construction industry; and (3) The proposed wage rate, including any bona fide fringe benefits, bears a reasonable

relationship to the wage rates contained in the wage determination.

(B) If the Contractor and the laborers and mechanics to be employed in the classification (if known), or their representatives, and the contracting officer agree on the classification and wage rate (including the amount designated for fringe benefits where appropriate), a report of the action taken shall be sent by the contracting officer to the Administrator of the Wage and Hour Division, Employment Standards Administration, U.S. Department of Labor, Washington, DC 20210. The Administrator, or an authorized representative, will approve, modify, or disapprove every additional classification action within 30 days of receipt and so advise the contracting officer or will notify the contracting officer within the 30-day period that additional time is necessary.

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(C) In the event the Contractor, the laborers, or mechanics to be employed in the classification, or their representatives, and the contracting officer do not agree on the proposed classification and wage rate (including the amount designated for fringe benefits where appropriate), the contracting officer shall refer the questions, including the views of all interested parties and the recommendation of the contracting officer, to the Administrator for determination. The Administrator, or an authorized representative, will issue a determination within 30 days of receipt and so advise the contracting officer or will notify the contracting officer within the 30-day period that additional time is necessary. (D) The wage rate (including fringe benefits where appropriate) determined pursuant to subparagraphs (1)(ii) (B) or (C) of this paragraph, shall be paid to all workers performing work in the classification under this contract from the first day on which work is performed in the classification.

(iii) Whenever the minimum wage rate prescribed in the contract for a class of laborers or mechanics includes a fringe benefit which is not expressed as an hourly rate, the contractor shall either pay the benefit as stated in the wage determination or shall pay another bona fide fringe benefit or an hourly cash equivalent thereof. (iv) If the Contractor does not make payments to a trustee or other third person, the Contractor may consider as part of the wages of any laborer or mechanic the amount of any costs reasonably anticipated in providing bona fide fringe benefits under a plan or program: Provided that the Secretary of Labor has found, upon the written request of the Contractor, that the applicable standards of the Davis-Bacon Act have been met. The Secretary of Labor may require the Contractor to set aside in a separate account assets for the meeting of obligations under the plan or program. 2. Withholding. The Federal Aviation Administration or the sponsor shall upon its own action or upon written request of an authorized representative of the Department of Labor withhold or cause to be withheld from the Contractor under this contract or any other Federal contract with the same prime contractor, or any other federally-assisted contract subject to Davis-Bacon prevailing wage requirements, which is held by the same prime contractor, so much of the accrued payments or advances as may be considered necessary to pay laborers and mechanics, including apprentices, trainees, and helpers, employed by the Contractor or any subcontractor the full amount of wages required by the contract. In the event of failure to pay any laborer or mechanic, including any apprentice, trainee, or helper, employed or working on the site of work, all or part of the wages required by the contract, the Federal Aviation Administration may, after written notice to the Contractor, Sponsor, Applicant, or Owner, take such action as may be necessary to cause the suspension of any further payment, advance, or guarantee of funds until such violations have ceased. 3. Payrolls and Basic Records. (i) Payrolls and basic records relating thereto shall be maintained by the Contractor during the course of the work and preserved for a period of three years thereafter for all laborers and mechanics working at the site of the work. Such records shall contain the name, address, and social security number of each such worker; his or her correct classification; hourly rates of wages paid (including rates of contributions or costs anticipated for bona fide fringe benefits or cash equivalents thereof of the types described in 1(b)(2)(B) of the Davis-Bacon Act); daily and weekly number of hours worked; deductions made; and actual wages paid. Whenever the Secretary of Labor has found under 29 CFR 5.5(a)(1)(iv) that the wages of any laborer or mechanic include the amount of any costs reasonably anticipated in providing benefits under a plan or program described in section 1(b)(2)(B) of the Davis-Bacon Act, the Contractor shall maintain records that show that the commitment to provide such benefits is enforceable, that the plan or program is financially responsible, and that the plan or program has been communicated in writing to the laborers or mechanics affected, and that show the costs anticipated or the actual costs incurred in providing such benefits. Contractors employing apprentices or trainees under approved programs shall

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maintain written evidence of the registration of apprenticeship programs and certification of trainee programs, the registration of the apprentices and trainees, and the ratios and wage rates prescribed in the applicable programs. (ii)(A) The Contractor shall submit weekly for each week in which any contract work is performed a copy

of all payrolls to the Federal Aviation Administration if the agency is a party to the contract, but if the agency is not such a party, the Contractor will submit the payrolls to the applicant, Sponsor, or Owner, as the case may be, for transmission to the Federal Aviation Administration. The payrolls submitted shall set out accurately and completely all of the information required to be maintained under 29 CFR 5.5(a)(3)(i), except that full social security numbers and home addresses shall not be included on weekly transmittals. Instead the payrolls shall only need to include an individually identifying number for each employee (e.g. the last four digits of the employee’s social security number). The required weekly payroll information may be submitted in any form desired. Optional Form WH–347 is available for this purpose from the Wage and Hour Division Web site at www.dol.gov/whd/forms/wh347instr.htm or its successor site. The prime contractor is responsible for the submission of copies of payrolls by all subcontractors. Contractors and subcontractors shall maintain the full social security number and current address of each covered worker and shall provide them upon request to the Federal Aviation Administration if the agency is a party to the contract, but if the agency is not such a party, the Contractor will submit them to the applicant, sponsor, or Owner, as the case may be, for transmission to the Federal Aviation Administration, the Contractor, or the Wage and Hour Division of the Department of Labor for purposes of an investigation or audit of compliance with prevailing wage requirements. It is not a violation of this section for a prime contractor to require a subcontractor to provide addresses and social security numbers to the prime contractor for its own records, without weekly submission to the sponsoring government agency (or the applicant, Sponsor, or Owner).

(B) Each payroll submitted shall be accompanied by a "Statement of Compliance," signed by the Contractor or subcontractor or his or her agent who pays or supervises the payment of the persons employed under the contract and shall certify the following:

(1) The payroll for the payroll period contains the information required to be provided under 29

CFR § 5.5(a)(3)(ii), the appropriate information is being maintained under 29 CFR § 5.5 (a)(3)(i), and that such information is correct and complete;

(2) Each laborer and mechanic (including each helper, apprentice, and trainee) employed on the contract during the payroll period has been paid the full weekly wages earned, without rebate, either directly or indirectly, and that no deductions have been made either directly or indirectly from the full wages earned, other than permissible deductions as set forth in Regulations 29 CFR Part 3;

(3) Each laborer or mechanic has been paid not less than the applicable wage rates and fringe benefits or cash equivalents for the classification of work performed, as specified in the applicable wage determination incorporated into the contract.

(C) The weekly submission of a properly executed certification set forth on the reverse side of Optional Form WH-347 shall satisfy the requirement for submission of the “Statement of Compliance” required by paragraph (3)(ii)(B) of this section. (D) The falsification of any of the above certifications may subject the Contractor or subcontractor to civil or criminal prosecution under Section 1001 of Title 18 and Section 231 of Title 31 of the United States Code.

(iii) The Contractor or subcontractor shall make the records required under paragraph (3)(i) of this section available for inspection, copying, or transcription by authorized representatives of the sponsor, the

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Federal Aviation Administration, or the Department of Labor and shall permit such representatives to interview employees during working hours on the job. If the Contractor or subcontractor fails to submit the required records or to make them available, the Federal agency may, after written notice to the Contractor, Sponsor, applicant, or Owner, take such action as may be necessary to cause the suspension of any further payment, advance, or guarantee of funds. Furthermore, failure to submit the required records upon request or to make such records available may be grounds for debarment action pursuant to 29 CFR 5.12. 4. Apprentices and Trainees. (i) Apprentices. Apprentices will be permitted to work at less than the predetermined rate for the work they performed when they are employed pursuant to and individually registered in a bona fide apprenticeship program registered with the U.S. Department of Labor, Employment and Training Administration, Bureau of Apprenticeship and Training, or with a State Apprenticeship Agency recognized by the Bureau, or if a person is employed in his or her first 90 days of probationary employment as an apprentice in such an apprenticeship program, who is not individually registered in the program, but who has been certified by the Bureau of Apprenticeship and Training or a State Apprenticeship Agency (where appropriate) to be eligible for probationary employment as an apprentice. The allowable ratio of apprentices to journeymen on the job site in any craft classification shall not be greater than the ratio permitted to the contractor as to the entire work force under the registered program. Any worker listed on a payroll at an apprentice wage rate, who is not registered or otherwise employed as stated above, shall be paid not less than the applicable wage rate on the wage determination for the classification of work actually performed. In addition, any apprentice performing work on the job site in excess of the ratio permitted under the registered program shall be paid not less than the applicable wage rate on the wage determination for the work actually performed. Where a contractor is performing construction on a project in a locality other than that in which its program is registered, the ratios and wage rates (expressed in percentages of the journeyman’s hourly rate) specified in the Contractor’s or subcontractor’s registered program shall be observed. Every apprentice must be paid at not less than the rate specified in the registered program for the apprentice’s level of progress, expressed as a percentage of the journeymen hourly rate specified in the applicable wage determination. Apprentices shall be paid fringe benefits in accordance with the provisions of the apprenticeship program. If the apprenticeship program does not specify fringe benefits, apprentices must be paid the full amount of fringe benefits listed on the wage determination for the applicable classification. If the Administrator determines that a different practice prevails for the applicable apprentice classification, fringes shall be paid in accordance with that determination. In the event the Bureau of Apprenticeship and Training, or a State Apprenticeship Agency recognized by the Bureau, withdraws approval of an apprenticeship program, the Contractor will no longer be permitted to utilize apprentices at less than the applicable predetermined rate for the work performed until an acceptable program is approved. (ii) Trainees. Except as provided in 29 CFR 5.16, trainees will not be permitted to work at less than the predetermined rate for the work performed unless they are employed pursuant to and individually registered in a program which has received prior approval, evidenced by formal certification by the U.S. Department of Labor, Employment and Training Administration. The ratio of trainees to journeymen on the job site shall not be greater than permitted under the plan approved by the Employment and Training Administration. Every trainee must be paid at not less than the rate specified in the approved program for the trainee’s level of progress, expressed as a percentage of the journeyman hourly rate specified in the applicable wage determination. Trainees shall be paid fringe benefits in accordance with the provisions of the trainee program. If the trainee program does not mention fringe benefits, trainees shall be paid the full amount of fringe benefits listed on the wage determination unless the Administrator of the Wage and Hour Division determines that there is an apprenticeship program associated with the corresponding journeyman wage rate on the wage determination that provides for less than full fringe benefits for apprentices. Any employee listed on the payroll at a trainee rate that is not registered and participating in a training plan approved by the Employment and Training Administration shall be paid not less than the

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applicable wage rate on the wage determination for the classification of work actually performed. In addition, any trainee performing work on the job site in excess of the ratio permitted under the registered program shall be paid not less than the applicable wage rate on the wage determination for the work actually performed. In the event the Employment and Training Administration withdraws approval of a training program, the Contractor will no longer be permitted to utilize trainees at less than the applicable predetermined rate for the work performed until an acceptable program is approved. (iii) Equal Employment Opportunity. The utilization of apprentices, trainees, and journeymen under this part shall be in conformity with the equal employment opportunity requirements of Executive Order 11246, as amended, and 29 CFR Part 30. 5. Compliance with Copeland Act Requirements. The Contractor shall comply with the requirements of 29 CFR Part 3, which are incorporated by reference in this contract. 6. Subcontracts. The Contractor or subcontractor shall insert in any subcontracts the clauses contained in 29 CFR Part 5.5(a)(1) through (10) and such other clauses as the Federal Aviation Administration may by appropriate instructions require, and also a clause requiring the subcontractors to include these clauses in any lower tier subcontracts. The prime contractor shall be responsible for the compliance by any subcontractor or lower tier subcontractor with all the contract clauses in 29 CFR Part 5.5. 7. Contract Termination: Debarment. A breach of the contract clauses in paragraph 1 through 10 of this section may be grounds for termination of the contract, and for debarment as a contractor and a subcontractor as provided in 29 CFR 5.12. 8. Compliance with Davis-Bacon and Related Act Requirements. All rulings and interpretations of the Davis-Bacon and Related Acts contained in 29 CFR Parts 1, 3, and 5 are herein incorporated by reference in this contract. 9. Disputes Concerning Labor Standards. Disputes arising out of the labor standards provisions of this contract shall not be subject to the general disputes clause of this contract. Such disputes shall be resolved in accordance with the procedures of the Department of Labor set forth in 29 CFR Parts 5, 6, and 7. Disputes within the meaning of this clause include disputes between the Contractor (or any of its subcontractors) and the contracting agency, the U.S. Department of Labor, or the employees or their representatives. 10. Certification of Eligibility. (i) By entering into this contract, the Contractor certifies that neither it (nor he or she) nor any person or firm who has an interest in the Contractor’s firm is a person or firm ineligible to be awarded Government contracts by virtue of section 3(a) of the Davis-Bacon Act or 29 CFR 5.12(a)(1). (ii) No part of this contract shall be subcontracted to any person or firm ineligible for award of a Government contract by virtue of section 3(a) of the Davis-Bacon Act or 29 CFR 5.12(a)(1). (iii) The penalty for making false statements is prescribed in the U.S. Criminal Code, 18 USC 1001.

CERTIFICATION OF LOWER TIER CONTRACTORS REGARDING DEBARMENT 2 CFR part 180 (Subpart C), 2 CFR part 1200, DOT Order 4200.5

The successful bidder, by administering each lower tier subcontract that exceeds $25,000 as a “covered transaction”, must verify each lower tier participant of a “covered transaction” under the project is not

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presently debarred or otherwise disqualified from participation in this federally assisted project. The successful bidder will accomplish this by:

1. Checking the System for Award Management at website: http://www.sam.gov. 2. Collecting a certification statement similar to the Certification of Offerer /Bidder Regarding

Debarment, above. 3. Inserting a clause or condition in the covered transaction with the lower tier contract.

If the Federal Aviation Administration later determines that a lower tier participant failed to disclose to a higher tier participant that it was excluded or disqualified at the time it entered the covered transaction, the FAA may pursue any available remedies, including suspension and debarment of the non-compliant participant.

DISADVANTAGED BUSINESS ENTERPRISE 49 CFR part 26

Contract Assurance (§ 26.13) – The Contractor or subcontractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The Contractor shall carry out applicable requirements of 49 CFR part 26 in the award and administration of Department of Transportation-assisted contracts. Failure by the Contractor to carry out these requirements is a material breach of this contract, which may result in the termination of this contract or such other remedy as the Owner deems appropriate, which may include, but is not limited to:

1) Withholding monthly progress payments; 2) Assessing sanctions; 3) Liquidated damages; and/or 4) Disqualifying the Contractor from future bidding as non-responsible.

Prompt Payment (§26.29) – The prime contractor agrees to pay each subcontractor under this prime contract for satisfactory performance of its contract no later than Seven (7) days from the receipt of each payment the prime contractor receives from Ravalli County. The prime contractor agrees further to return retainage payments to each subcontractor within Seven (7) days after the subcontractor’s work is satisfactorily completed. Any delay or postponement of payment from the above referenced time frame may occur only for good cause following written approval of Ravalli County. This clause applies to both DBE and non-DBE subcontractors.

DISTRACTED DRIVING – TEXTING WHEN DRIVING

Executive Order 13513, and DOT Order 3902.10

In accordance with Executive Order 13513, “Federal Leadership on Reducing Text Messaging While Driving”, (10/1/2009) and DOT Order 3902.10, “Text Messaging While Driving”, (12/30/2009), the Federal Aviation Administration encourages recipients of Federal grant funds to adopt and enforce safety policies that decrease crashes by distracted drivers, including policies to ban text messaging while driving when performing work related to a grant or subgrant. In support of this initiative, the Owner encourages the Contractor to promote policies and initiatives for its employees and other work personnel that decrease crashes by distracted drivers, including policies that ban text messaging while driving motor vehicles while performing work activities associated with the project. The Contractor must include the substance of this clause in all sub-tier contracts exceeding $3,500 that involve driving a motor vehicle in performance of work activities associated with the project.

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ENERGY CONSERVATION REQUIREMENTS 2 CFR §200, Appendix II(H)

Contractor and Subcontractor agree to comply with mandatory standards and policies relating to energy efficiency as contained in the state energy conservation plan issued in compliance with the Energy Policy and Conservation Act (42 USC 6201et seq).

EQUAL EMPLOYMENT OPPORTUNITY 2 CFR 200, Appendix II (C), 41 CFR § 60-1.4, 41 CFR § 60-4.3, Executive Order 11246

Equal Opportunity Clause

During the performance of this contract, the Contractor agrees as follows: (1) The Contractor will not discriminate against any employee or applicant for employment because of race, color, religion, sex, or national origin. The Contractor will take affirmative action to ensure that applicants are employed, and that employees are treated during employment, without regard to their race, color, religion, sex, sexual orientation, gender identify, or national origin. Such action shall include, but not be limited to, the following: employment, upgrading, demotion, or transfer; recruitment or recruitment advertising; layoff, or termination; rates of pay or other forms of compensation; and selection for training, including apprenticeship. The Contractor agrees to post in conspicuous places, available to employees and applicants for employment, notices to be provided setting forth the provisions of this nondiscrimination clause. (2) The Contractor will, in all solicitations or advertisements for employees placed by or on behalf of the Contractor, state that all qualified applicants will receive considerations for employment without regard to race, color, religion, sex, or national origin. (3) The Contractor will send to each labor union or representative of workers with which it has a collective bargaining agreement or other contract or understanding, a notice to be provided advising the said labor union or workers’ representatives of the Contractor’s commitments under this section and shall post copies of the notice in conspicuous places available to employees and applicants for employment. (4) The Contractor will comply with all provisions of Executive Order 11246 of September 24, 1965, and of the rules, regulations, and relevant orders of the Secretary of Labor. (5) The Contractor will furnish all information and reports required by Executive Order 11246 of September 24, 1965, and by rules, regulations, and orders of the Secretary of Labor, or pursuant thereto, and will permit access to his books, records, and accounts by the administering agency and the Secretary of Labor for purposes of investigation to ascertain compliance with such rules, regulations, and orders. (6) In the event of the Contractor’s noncompliance with the nondiscrimination clauses of this contract or with any of the said rules, regulations, or orders, this contract may be canceled, terminated, or suspended in whole or in part and the Contractor may be declared ineligible for further Government contracts or federally assisted construction contracts in accordance with procedures authorized in Executive Order 11246 of September 24, 1965, and such other sanctions may be imposed and remedies invoked as provided in Executive Order 11246 of September 24, 1965, or by rule, regulation, or order of the Secretary of Labor, or as otherwise provided by law. (7) The Contractor will include the portion of the sentence immediately preceding paragraph (1) and the provisions of paragraphs (1) through (7) in every subcontract or purchase order unless exempted by rules, regulations, or orders of the Secretary of Labor issued pursuant to section 204 of Executive Order 11246 of September 24, 1965, so that such provisions will be binding upon each subcontractor or vendor. The Contractor will take such action with respect to any subcontract or purchase order as the administering

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agency may direct as a means of enforcing such provisions, including sanctions for noncompliance: Provided, however, that in the event a contractor becomes involved in, or is threatened with, litigation with a subcontractor or vendor as a result of such direction by the administering agency the Contractor may request the United States to enter into such litigation to protect the interests of the United States.

STANDARD FEDERAL EQUAL EMPLOYMENT OPPORTUNITY CONSTRUCTION CONTRACT SPECIFICATIONS

1. As used in these specifications:

a. “Covered area” means the geographical area described in the solicitation from which this contract resulted;

b. “Director” means Director, Office of Federal Contract Compliance Programs (OFCCP), U.S.

Department of Labor, or any person to whom the Director delegates authority; c. “Employer identification number” means the Federal social security number used on the Employer’s

Quarterly Federal Tax Return, U.S. Treasury Department Form 941; d. “Minority” includes:

(1) Black (all persons having origins in any of the Black African racial groups not of Hispanic origin); (2) Hispanic (all persons of Mexican, Puerto Rican, Cuban, Central or South American, or other

Spanish culture or origin regardless of race); (3) Asian and Pacific Islander (all persons having origins in any of the original peoples of the Far

East, Southeast Asia, the Indian Subcontinent, or the Pacific Islands); and (4) American Indian or Alaskan native (all persons having origins in any of the original peoples of

North America and maintaining identifiable tribal affiliations through membership and participation or community identification).

2. Whenever the Contractor, or any subcontractor at any tier, subcontracts a portion of the work involving any construction trade, it shall physically include in each subcontract in excess of $10,000 the provisions of these specifications and the Notice which contains the applicable goals for minority and female participation and which is set forth in the solicitations from which this contract resulted. 3. If the Contractor is participating (pursuant to 41 CFR part 60-4.5) in a Hometown Plan approved by the U.S. Department of Labor in the covered area either individually or through an association, its affirmative action obligations on all work in the Plan area (including goals and timetables) shall be in accordance with that Plan for those trades which have unions participating in the Plan. Contractors shall be able to demonstrate their participation in and compliance with the provisions of any such Hometown Plan. Each contractor or subcontractor participating in an approved plan is individually required to comply with its obligations under the EEO clause and to make a good faith effort to achieve each goal under the Plan in each trade in which it has employees. The overall good faith performance by other contractors or subcontractors toward a goal in an approved Plan does not excuse any covered contractor’s or subcontractor’s failure to take good faith efforts to achieve the Plan goals and timetables. 4. The Contractor shall implement the specific affirmative action standards provided in paragraphs 7a through 7p of these specifications. The goals set forth in the solicitation from which this contract resulted are expressed as percentages of the total hours of employment and training of minority and female utilization the Contractor should reasonably be able to achieve in each construction trade in which it has employees in the covered area. Covered construction contractors performing construction work in a geographical area where they do not have a Federal or federally assisted construction contract shall apply

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the minority and female goals established for the geographical area where the work is being performed. Goals are published periodically in the Federal Register in notice form, and such notices may be obtained from any Office of Federal Contract Compliance Programs office or from Federal procurement contracting officers. The Contractor is expected to make substantially uniform progress in meeting its goals in each craft during the period specified. 5. Neither the provisions of any collective bargaining agreement nor the failure by a union with whom the Contractor has a collective bargaining agreement to refer either minorities or women shall excuse the Contractor’s obligations under these specifications, Executive Order 11246, or the regulations promulgated pursuant thereto. 6. In order for the non-working training hours of apprentices and trainees to be counted in meeting the goals, such apprentices and trainees shall be employed by the Contractor during the training period and the Contractor shall have made a commitment to employ the apprentices and trainees at the completion of their training, subject to the availability of employment opportunities. Trainees shall be trained pursuant to training programs approved by the U.S. Department of Labor. 7. The Contractor shall take specific affirmative actions to ensure equal employment opportunity. The evaluation of the Contractor’s compliance with these specifications shall be based upon its effort to achieve maximum results from its actions. The Contractor shall document these efforts fully and shall implement affirmative action steps at least as extensive as the following:

a. Ensure and maintain a working environment free of harassment, intimidation, and coercion at all sites, and in all facilities at which the Contractor’s employees are assigned to work. The Contractor, where possible, will assign two or more women to each construction project. The Contractor shall specifically ensure that all foremen, superintendents, and other onsite supervisory personnel are aware of and carry out the Contractor’s obligation to maintain such a working environment, with specific attention to minority or female individuals working at such sites or in such facilities. b. Establish and maintain a current list of minority and female recruitment sources, provide written notification to minority and female recruitment sources and to community organizations when the Contractor or its unions have employment opportunities available, and maintain a record of the organizations’ responses. c. Maintain a current file of the names, addresses, and telephone numbers of each minority and female off-the-street applicant and minority or female referral from a union, a recruitment source, or community organization and of what action was taken with respect to each such individual. If such individual was sent to the union hiring hall for referral and was not referred back to the Contractor by the union or, if referred, not employed by the Contractor, this shall be documented in the file with the reason therefore along with whatever additional actions the Contractor may have taken. d. Provide immediate written notification to the Director when the union or unions with which the Contractor has a collective bargaining agreement has not referred to the Contractor a minority person or female sent by the Contractor, or when the Contractor has other information that the union referral process has impeded the Contractor’s efforts to meet its obligations. e. Develop on-the-job training opportunities and/or participate in training programs for the area which expressly include minorities and women, including upgrading programs and apprenticeship and trainee programs relevant to the Contractor’s employment needs, especially those programs funded or approved by the Department of Labor. The Contractor shall provide notice of these programs to the sources compiled under 7b above.

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f. Disseminate the Contractor’s EEO policy by providing notice of the policy to unions and training programs and requesting their cooperation in assisting the Contractor in meeting its EEO obligations; by including it in any policy manual and collective bargaining agreement; by publicizing it in the company newspaper, annual report, etc.; by specific review of the policy with all management personnel and with all minority and female employees at least once a year; and by posting the company EEO policy on bulletin boards accessible to all employees at each location where construction work is performed. g. Review, at least annually, the company’s EEO policy and affirmative action obligations under these specifications with all employees having any responsibility for hiring, assignment, layoff, termination, or other employment decisions, including specific review of these items, with onsite supervisory personnel such superintendents, general foremen, etc., prior to the initiation of construction work at any job site. A written record shall be made and maintained identifying the time and place of these meetings, persons attending, subject matter discussed, and disposition of the subject matter. h. Disseminate the Contractor’s EEO policy externally by including it in any advertising in the news media, specifically including minority and female news media, and providing written notification to and discussing the Contractor’s EEO policy with other contractors and subcontractors with whom the Contractor does or anticipates doing business. i. Direct its recruitment efforts, both oral and written, to minority, female, and community organizations, to schools with minority and female students; and to minority and female recruitment and training organizations serving the Contractor’s recruitment area and employment needs. Not later than one month prior to the date for the acceptance of applications for apprenticeship or other training by any recruitment source, the Contractor shall send written notification to organizations, such as the above, describing the openings, screening procedures, and tests to be used in the selection process. j. Encourage present minority and female employees to recruit other minority persons and women and, where reasonable, provide after school, summer, and vacation employment to minority and female youth both on the site and in other areas of a contractor’s workforce. k. Validate all tests and other selection requirements where there is an obligation to do so under 41 CFR part 60-3. l. Conduct, at least annually, an inventory and evaluation at least of all minority and female personnel, for promotional opportunities and encourage these employees to seek or to prepare for, through appropriate training, etc., such opportunities. m. Ensure that seniority practices, job classifications, work assignments, and other personnel practices do not have a discriminatory effect by continually monitoring all personnel and employment related activities to ensure that the EEO policy and the Contractor’s obligations under these specifications are being carried out. n. Ensure that all facilities and company activities are non-segregated except that separate or single user toilet and necessary changing facilities shall be provided to assure privacy between the sexes. o. Document and maintain a record of all solicitations of offers for subcontracts from minority and female construction contractors and suppliers, including circulation of solicitations to minority and female contractor associations and other business associations.

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p. Conduct a review, at least annually, of all supervisor’s adherence to and performance under the Contractor’s EEO policies and affirmative action obligations.

8. Contractors are encouraged to participate in voluntary associations, which assist in fulfilling one or more of their affirmative action obligations (7a through 7p). The efforts of a contractor association, joint contractor union, contractor community, or other similar groups of which the Contractor is a member and participant may be asserted as fulfilling any one or more of its obligations under 7a through 7p of these specifications provided that the Contractor actively participates in the group, makes every effort to assure that the group has a positive impact on the employment of minorities and women in the industry, ensures that the concrete benefits of the program are reflected in the Contractor’s minority and female workforce participation, makes a good faith effort to meet its individual goals and timetables, and can provide access to documentation which demonstrates the effectiveness of actions taken on behalf of the Contractor. The obligation to comply, however, is the Contractor’s and failure of such a group to fulfill an obligation shall not be a defense for the Contractor’s noncompliance. 9. A single goal for minorities and a separate single goal for women have been established. The Contractor, however, is required to provide equal employment opportunity and to take affirmative action for all minority groups, both male and female, and all women, both minority and non-minority. Consequently, if the particular group is employed in a substantially disparate manner (for example, even though the Contractor has achieved its goals for women generally), the Contractor may be in violation of the Executive Order if a specific minority group of women is underutilized. 10. The Contractor shall not use the goals and timetables or affirmative action standards to discriminate against any person because of race, color, religion, sex, or national origin. 11. The Contractor shall not enter into any subcontract with any person or firm debarred from Government contracts pursuant to Executive Order 11246. 12. The Contractor shall carry out such sanctions and penalties for violation of these specifications and of the Equal Opportunity Clause, including suspension, termination, and cancellation of existing subcontracts as may be imposed or ordered pursuant to Executive Order 11246, as amended, and its implementing regulations, by the Office of Federal Contract Compliance Programs. Any contractor who fails to carry out such sanctions and penalties shall be in violation of these specifications and Executive Order 11246, as amended. 13. The Contractor, in fulfilling its obligations under these specifications, shall implement specific affirmative action steps, at least as extensive as those standards prescribed in paragraph 7 of these specifications, so as to achieve maximum results from its efforts to ensure equal employment opportunity. If the Contractor fails to comply with the requirements of the Executive Order, the implementing regulations, or these specifications, the Director shall proceed in accordance with 41 CFR part 60-4.8. 14. The Contractor shall designate a responsible official to monitor all employment related activity to ensure that the company EEO policy is being carried out, to submit reports relating to the provisions hereof as may be required by the Government, and to keep records. Records shall at least include for each employee, the name, address, telephone number, construction trade, union affiliation if any, employee identification number when assigned, social security number, race, sex, status (e.g., mechanic, apprentice, trainee, helper, or laborer), dates of changes in status, hours worked per week in the indicated trade, rate of pay, and locations at which the work was performed. Records shall be maintained in an easily understandable and retrievable form; however, to the degree that existing records satisfy this requirement, contractors shall not be required to maintain separate records.

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15. Nothing herein provided shall be construed as a limitation upon the application of other laws which establish different standards of compliance or upon the application of requirements for the hiring of local or other area residents (e.g. those under the Public Works Employment Act of 1977 and the Community Development Block Grant Program).

FEDERAL FAIR LABOR STANDARDS ACT (FEDERAL MINIMUM WAGE) 29 USC § 201, et. seq.

All contracts and subcontracts that result from this agreement incorporate by reference the provisions of 29 CFR part 201, the Federal Fair Labor Standards Act (FLSA), with the same force and effect as if given in full text. The FLSA sets minimum wage, overtime pay, recordkeeping, and child labor standards for full and part time workers. The contractor has full responsibility to monitor compliance to the referenced statute or regulation. The contractor must address any claims or disputes that arise from this requirement directly with the U.S. Department of Labor – Wage and Hour Division

PROHIBITION OF SEGREGATED FACILITIES 41 CFR § 60

(a) The Contractor agrees that it does not and will not maintain or provide for its employees any segregated facilities at any of its establishments, and that it does not and will not permit its employees to perform their services at any location under its control where segregated facilities are maintained. The Contractor agrees that a breach of this clause is a violation of the Equal Employment Opportunity clause in this contract. (b) “Segregated facilities,” as used in this clause, means any waiting rooms, work areas, rest rooms and wash rooms, restaurants and other eating areas, time clocks, locker rooms and other storage or dressing areas, parking lots, drinking fountains, recreation or entertainment areas, transportation, and housing facilities provided for employees that are segregated by explicit directive or are in fact segregated on the basis of race, color, religion, sex, or national origin because of written or oral policies or employee custom. The term does not include separate or single-user rest rooms or necessary dressing or sleeping areas provided to assure privacy between the sexes. (c) The Contractor shall include this clause in every subcontract and purchase order that is subject to the Equal Employment Opportunity clause of this contract.

OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970 29 CFR part 1910

All contracts and subcontracts that result from this solicitation incorporate by reference the requirements of 29 CFR Part 1910 with the same force and effect as if given in full text. The employer must provide a work environment that is free from recognized hazards that may cause death or serious physical harm to the employee. The employer retains full responsibility to monitor its compliance and their subcontractor’s compliance with the applicable requirements of the Occupational Safety and Health Act of 1970 (20 CFR Part 1910). The employer must address any claims or disputes that pertain to a referenced requirement directly with the U.S. Department of Labor – Occupational Safety and Health Administration.

PROCUREMENT OF RECOVERED MATERIALS

2 CFR § 200.322, 40 CFR part 247, Solid Waste Disposal Act Contractor and subcontractor agree to comply with Section 6002 of the Solid Waste Disposal Act, as amended by the Resource Conservation and Recovery Act, and the regulatory provisions of 40 CFR Part 247. In the performance of this contract and to the extent practicable, the Contractor and subcontractors

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are to use products containing the highest percentage of recovered materials for items designated by the Environmental Protection Agency (EPA) under 40 CFR Part 247 whenever:

a) The contract requires procurement of $10,000 or more of a designated item during the fiscal year; or b) The contractor has procured $10,000 or more of a designated item using Federal funding during the previous fiscal year.

The list of EPA-designated items is available at www.epa.gov/smm/comprehensive-procurement-guidelines-construction-products. Section 6002(c) establishes exceptions to the preference for recovery of EPA-designated products if the contractor can demonstrate the item is:

a) Not reasonably available within a timeframe providing for compliance with the contract performance schedule; b) Fails to meet reasonable contract performance requirements; or c) Is only available at an unreasonable price.

RIGHTS TO INVENTIONS

2 CFR § 200 Appendix II (F), 37 CFR § 401

Contracts or agreements that include the performance of experimental, developmental, or research work must provide for the rights of the Federal Government and the Owner in any resulting invention as established by 37 CFR part 401, Rights to Inventions Made by Non-profit Organizations and Small Business Firms under Government Grants, Contracts, and Cooperative Agreements. This contract incorporates by reference the patent and inventions rights as specified within 37 CFR §401.14. Contractor must include this requirement in all sub-tier contracts involving experimental, developmental, or research work.

TERMINATION OF CONTRACT 2 CFR § 200 Appendix II (B), FAA AC 150/5370-10, Section 80-09

Termination for Convenience

The Owner may terminate this contract in whole or in part at any time by providing written notice to the Contractor. Such action may be without cause and without prejudice to any other right or remedy of Owner. Upon receipt of a written notice of termination, except as explicitly directed by the Owner, the Contractor shall immediately proceed with the following obligations regardless of any delay in determining or adjusting amounts due under this clause:

1. Contractor must immediately discontinue work as specified in the written notice. 2. Terminate all subcontracts to the extent they relate to the work terminated under the notice. 3. Discontinue orders for materials and services except as directed by the written notice. 4. Deliver to the Owner all fabricated and partially fabricated parts, completed and partially

completed work, supplies, equipment and materials acquired prior to termination of the work, and as directed in the written notice.

5. Complete performance of the work not terminated by the notice. 6. Take action as directed by the Owner to protect and preserve property and work related to this contract that Owner will take possession.

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Owner agrees to pay Contractor for:

a) completed and acceptable work executed in accordance with the contract documents prior to the effective date of termination;

b) documented expenses sustained prior to the effective date of termination in performing work and furnishing labor, materials, or equipment as required by the contract documents in connection with uncompleted work;

c) reasonable and substantiated claims, costs, and damages incurred in settlement of terminated contracts with Subcontractors and Suppliers; and

d) reasonable and substantiated expenses to the Contractor directly attributable to Owner’s termination action.

Owner will not pay Contractor for loss of anticipated profits or revenue or other economic loss arising out of or resulting from the Owner’s termination action. The rights and remedies this clause provide are in addition to any other rights and remedies provided by law or under this contract.

Termination for Default

Section 80-09 of FAA Advisory Circular 150/5370-10 establishes conditions, rights, and remedies associated with Owner termination of this contract due to default of the Contractor.

VETERAN’S PREFERENCE

49 USC § 47112(c)

In the employment of labor (excluding executive, administrative, and supervisory positions), the Contractor and all sub-tier contractors must give preference to covered veterans as defined within Title 49 United States Code Section 47112. Covered veterans include Vietnam-era veterans, Persian Gulf veterans, Afghanistan-Iraq war veterans, disabled veterans, and small business concerns (as defined by 15 USC 632) owned and controlled by disabled veterans. This preference only applies when there are covered veterans readily available and qualified to perform the work to which the employment relates.

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BONDING CLAUSES FOR ALL CONSTRUCTION CONTRACTS

1. The contractor agrees to furnish a performance bond for 100% of the contract price. This bond is one that is executed in connection with a contract to secure fulfillment of all the contractor's obligations under such contract. 2. The contractor agrees to furnish a payment bond for 100% of the contract price. This bond is one that is executed in connection with a contract to assure payment as required by law of all persons supplying labor and material in the execution of the work provided for in the contract. SUCCESSORS AND ASSIGNS: The Contract and all of the covenants hereof shall insure to the benefit of and be binding upon the Owner/Sponsor and the Contractor, respectively, and his partners, successors, assigns and legal representatives. Neither the Owner/Sponsor nor the Contractor shall have the right to assign or transfer his interests or obligations hereunder without written consent of the other party. IN WITNESS WHEREOF, the parties have made and executed this Contract the day and year first above written. OWNER/SPONSOR CONTRACTOR

Ravalli County By: By: Chris Hoffman, Chairman

215 S. 4th Street, Suite A Business Address Business Address

Hamilton, Montana 59840-2853 City State, Zip City State, Zip

The foregoing Contract, including all Contract documents which are a part thereof, is in due form according to law, and is hereby approved. In addition, I have personally reviewed the Contractors Performance Bond, Payment Bond and Certificates of Insurance and find them to be in compliance with Ravalli County’s requirements.

Bill Fulbright, Ravalli County Attorney F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\14-CONTRACT.docx (05/20200)

EJCDC C-610 Performance Bond Prepared by the Engineers Joint Contract Documents Committee.

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PERFORMANCE BOND

Any singular reference to Contractor, Surety, Owner, or other party shall be considered plural where applicable.

CONTRACTOR (Name and Address): SURETY (Name, and Address of Principal Place of Business):

OWNER (Name and Address): Ravalli County 215 S. 4th Street, Suite A Hamilton, MT 59840-2853 CONTRACT Effective Date of Agreement: Amount: $

Description (Name and Location):

Airport Improvements to Ravalli County Airport; A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

BOND Bond Number:

Date (Not earlier than Effective Date of Agreement):

Amount: Modifications to this Bond Form: Surety and Contractor, intending to be legally bound hereby, subject to the terms set forth below, do each cause this Performance Bond to be duly executed by an authorized officer, agent, or representative.

CONTRACTOR AS PRINCIPAL SURETY (Seal) (Seal) Contractor's Name and Corporate Seal Surety’s Name and Corporate Seal By: By: Signature Signature (Attach Power of Attorney) Print Name Print Name Title Title Attest: Attest: Signature Signature Title Title Note: Provide execution by additional parties, such as joint venturers, if necessary.


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Contractor and Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors, and assigns to Owner for the performance of the Contract, which is incorporated herein by reference.

1. If Contractor performs the Contract, Surety and Contractor have no obligation under this Bond, except to participate in conferences as provided in Paragraph 2.1.

2. If there is no Owner Default, Surety’s obligation under this Bond shall arise after:

a. Owner has notified Contractor and Surety, at the addresses described in Paragraph 9 below, that Owner is considering declaring a Contractor Default and has requested and attempted to arrange a conference with Contractor and Surety to be held not later than 15 days after receipt of such notice to discuss methods of performing the Contract. If Owner, Contractor, and Surety agree, Contractor shall be allowed a reasonable time to perform the Contract, but such an agreement shall not waive Owner’s right, if any, subsequently to declare a Contractor Default; and

b. Owner has declared a Contractor Default and formally terminated Contractor’s right to complete the Contract. Such Contractor Default shall not be declared earlier than 20 days after Contractor and Surety have received notice as provided in Paragraph 2.1; and

c. Owner has agreed to pay the Balance of the Contract Price to: i. Surety in accordance with the terms of the Contract; or

ii. Another contractor selected pursuant to Paragraph 3.3 to perform the Contract.

3. When Owner has satisfied the conditions of Paragraph 2, Surety shall promptly, and at Surety’s expense, take one of the following actions:

a. Arrange for Contractor, with consent of Owner, to perform and complete the Contract; or b. Undertake to perform and complete the Contract itself, through its agents or through

independent contractors; or c. Obtain bids or negotiated proposals from qualified contractors acceptable to Owner for a

contract for performance and completion of the Contract, arrange for a contract to be prepared for execution by Owner and contractor selected with Owner’s concurrence, to be secured with performance and payment bonds executed by a qualified surety equivalent to the bonds issued on the Contract, and pay to Owner the amount of damages as described in Paragraph 5 in excess of the Balance of the Contract Price incurred by Owner resulting from Contractor Default; or

d. Waive its right to perform and complete, arrange for completion, or obtain a new contractor, and with reasonable promptness under the circumstances:

i. After investigation, determine the amount for which it may be liable to Owner and, as soon as practicable after the amount is determined, tender payment therefor to Owner; or

ii. Deny liability in whole or in part and notify Owner citing reasons therefor.

4. If Surety does not proceed as provided in Paragraph 3 with reasonable promptness, Surety shall be deemed to be in default on this Bond 15 days after receipt of an additional written notice from Owner to Surety demanding that Surety perform its obligations under this Bond, and Owner shall be entitled to enforce any remedy available to Owner. If Surety proceeds as provided in Paragraph 3.4, and Owner refuses the payment tendered or Surety has denied liability, in whole or in part, without further notice Owner shall be entitled to enforce any remedy available to Owner.

5. After Owner has terminated Contractor’s right to complete the Contract, and if Surety elects to act

under Paragraph 3.1, 3.2, or 3.3 above, then the responsibilities of Surety to Owner shall not be greater than those of Contractor under the Contract, and the responsibilities of Owner to Surety shall not be greater than those of Owner under the Contract. To the limit of the amount of this Bond, but subject to commitment by Owner of the Balance of the Contract Price to mitigation of costs and damages on the Contract, Surety is obligated without duplication for:


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a. The responsibilities of Contractor for correction of defective Work and completion of the Contract;

b. Additional legal, design professional, and delay costs resulting from Contractor’s Default, and resulting from the actions of or failure to act of Surety under Paragraph 3; and

c. Liquidated damages, or if no liquidated damages are specified in the Contract, actual damages caused by delayed performance or non-performance of Contractor.

6. Surety shall not be liable to Owner or others for obligations of Contractor that are unrelated to the

Contract, and the Balance of the Contract Price shall not be reduced or set off on account of any such unrelated obligations. No right of action shall accrue on this Bond to any person or entity other than Owner or its heirs, executors, administrators, or successors.

7. Surety hereby waives notice of any change, including changes of time, to Contract or to related

subcontracts, purchase orders, and other obligations.

8. Any proceeding, legal or equitable, under this Bond may be instituted in any court of competent jurisdiction in the location in which the Work or part of the Work is located, and shall be instituted within two years after Contractor Default or within two years after Contractor ceased working or within two years after Surety refuses or fails to perform its obligations under this Bond, whichever occurs first. If the provisions of this paragraph are void or prohibited by law, the minimum period of limitation available to sureties as a defense in the jurisdiction of the suit shall be applicable.

9. Notice to Surety, Owner, or Contractor shall be mailed or delivered to the address shown on the

signature page.

10. When this Bond has been furnished to comply with a statutory requirement in the location where the Contract was to be performed, any provision in this Bond conflicting with said statutory requirement shall be deemed deleted herefrom and provisions conforming to such statutory requirement shall be deemed incorporated herein. The intent is that this Bond shall be construed as a statutory bond and not as a common law bond.

11. Definitions.

a. Balance of the Contract Price: The total amount payable by Owner to Contractor under the Contract after all proper adjustments have been made, including allowance to Contractor of any amounts received or to be received by Owner in settlement of insurance or other Claims for damages to which Contractor is entitled, reduced by all valid and proper payments made to or on behalf of Contractor under the Contract.

b. Contract: The agreement between Owner and Contractor identified on the signature page, including all Contract Documents and changes thereto.

c. Contractor Default: Failure of Contractor, which has neither been remedied nor waived, to perform or otherwise to comply with the terms of the Contract.

d. Owner Default: Failure of Owner, which has neither been remedied nor waived, to pay Contractor as required by the Contract or to perform and complete or otherwise comply with the other terms thereof.

FOR INFORMATION ONLY – (Name, Address and Telephone) Surety Agency or Broker: Owner’s Representative (Engineer or other party): Robert Peccia & Associates, P.O. Box 5653, Helena, MT 59604, (406) 447-5000 F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\15-PERFORMANCE.BOND.docx (05/2020)

EJCDC C-615 Payment Bond Prepared by the Engineers Joint Contract Documents Committee.

Page 1 of 3

PAYMENT BOND

Any singular reference to Contractor, Surety, Owner, or other party shall be considered plural where applicable.

CONTRACTOR (Name and Address): SURETY (Name, and Address of Principal Place of Business):

OWNER (Name and Address):


CONTRACT Effective Date of Agreement: Amount:

Description (Name and Location):

Airport Improvements to Ravalli County Airport; A.I.P. 3-30-0037-019-2020 & 3-30-0037-020-2020

BOND Bond Number:

Date (Not earlier than Effective Date of Agreement):

Amount: Modifications to this Bond Form: Surety and Contractor, intending to be legally bound hereby, subject to the terms set forth below, do each cause this Payment Bond to be duly executed by an authorized officer, agent, or representative. CONTRACTOR AS PRINCIPAL SURETY (Seal) (Seal) Contractor's Name and Corporate Seal Surety’s Name and Corporate Seal By: By: Signature Signature (Attach Power of Attorney) Print Name Print Name Title Title Attest: Attest: Signature Signature Title Title Note: Provide execution by additional parties, such as joint venturers, if necessary.


Page 2 of 3

1. Contractor and Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors, and assigns to Owner to pay for labor, materials, and equipment furnished by Claimants for use in the performance of the Contract, which is incorporated herein by reference.

2. With respect to Owner, this obligation shall be null and void if Contractor: a. Promptly makes payment, directly or indirectly, for all sums due Claimants, and b. Defends, indemnifies, and holds harmless Owner from all claims, demands, liens, or suits

alleging non-payment by Contractor by any person or entity who furnished labor, materials, or equipment for use in the performance of the Contract, provided Owner has promptly notified Contractor and Surety (at the addresses described in Paragraph 12) of any claims, demands, liens, or suits and tendered defense of such claims, demands, liens, or suits to Contractor and Surety, and provided there is no Owner Default.

3. With respect to Claimants, this obligation shall be null and void if Contractor promptly makes payment, directly or indirectly, for all sums due.

4. Surety shall have no obligation to Claimants under this Bond until: a. Claimants who are employed by or have a direct contract with Contractor have given notice

to Surety (at the address described in Paragraph 12) and sent a copy, or notice thereof, to Owner, stating that a claim is being made under this Bond and, with substantial accuracy, the amount of the claim.

b. Claimants who do not have a direct contract with Contractor: i. Have furnished written notice to Contractor and sent a copy, or notice thereof, to

Owner, within 90 days after having last performed labor or last furnished materials or equipment included in the claim stating, with substantial accuracy, the amount of the claim and the name of the party to whom the materials or equipment were furnished or supplied, or for whom the labor was done or performed; and

ii. Have either received a rejection in whole or in part from Contractor, or not received within 30 days of furnishing the above notice any communication from Contractor by which Contractor had indicated the claim will be paid directly or indirectly; and

iii. Not having been paid within the above 30 days, have sent a written notice to Surety (at the address described in Paragraph 12) and sent a copy, or notice thereof, to Owner, stating that a claim is being made under this Bond and enclosing a copy of the previous written notice furnished to Contractor.

5. If a notice by a Claimant required by Paragraph 4 is provided by Owner to Contractor or to Surety, that is sufficient compliance.

6. When a Claimant has satisfied the conditions of Paragraph 4, the Surety shall promptly and at Surety’s expense take the following actions:

a. Send an answer to that Claimant, with a copy to Owner, within 45 days after receipt of the claim, stating the amounts that are undisputed and the basis for challenging any amounts that are disputed.

b. Pay or arrange for payment of any undisputed amounts.

7. Surety’s total obligation shall not exceed the amount of this Bond, and the amount of this Bond shall be credited for any payments made in good faith by Surety.

8. Amounts owed by Owner to Contractor under the Contract shall be used for the performance of the Contract and to satisfy claims, if any, under any performance bond. By Contractor furnishing and Owner accepting this Bond, they agree that all funds earned by Contractor in the performance of the Contract are dedicated to satisfy obligations of Contractor and Surety under this Bond, subject to


Page 3 of 3

Owner’s priority to use the funds for the completion of the Work.

9. Surety shall not be liable to Owner, Claimants, or others for obligations of Contractor that are unrelated to the Contract. Owner shall not be liable for payment of any costs or expenses of any Claimant under this Bond and shall have under this Bond no obligations to make payments to, give notices on behalf of, or otherwise have obligations to Claimants under this Bond.

10. Surety hereby waives notice of any change, including changes of time, to the Contract or to related

subcontracts, purchase orders, and other obligations.

11. No suit or action shall be commenced by a Claimant under this Bond other than in a court of competent jurisdiction in the location in which the Work or part of the Work is located or after the expiration of one year from the date (1) on which the Claimant gave the notice required by Paragraph 4.1 or Paragraph 4.2.3, or (2) on which the last labor or service was performed by anyone or the last materials or equipment were furnished by anyone under the Contract, whichever of (1) or (2) first occurs. If the provisions of this paragraph are void or prohibited by law, the minimum period of limitation available to sureties as a defense in the jurisdiction of the suit shall be applicable.

12. Notice to Surety, Owner, or Contractor shall be mailed or delivered to the addresses shown on the

signature page. Actual receipt of notice by Surety, Owner, or Contractor, however accomplished, shall be sufficient compliance as of the date received at the address shown on the signature page.

13. When this Bond has been furnished to comply with a statutory requirement in the location where the

Contract was to be performed, any provision in this Bond conflicting with said statutory requirement shall be deemed deleted herefrom and provisions conforming to such statutory requirement shall be deemed incorporated herein. The intent is that this Bond shall be construed as a statutory Bond and not as a common law bond.

14. Upon request of any person or entity appearing to be a potential beneficiary of this Bond, Contractor

shall promptly furnish a copy of this Bond or shall permit a copy to be made.

15. Definitions a. Claimant: An individual or entity having a direct contract with Contractor, or with a first-tier

subcontractor of Contractor, to furnish labor, materials, or equipment for use in the performance of the Contract. The intent of this Bond shall be to include without limitation in the terms “labor, materials or equipment” that part of water, gas, power, light, heat, oil, gasoline, telephone service, or rental equipment used in the Contract, architectural and engineering services required for performance of the Work of Contractor and Contractor’s subcontractors, and all other items for which a mechanic’s lien may be asserted in the jurisdiction where the labor, materials, or equipment were furnished.

b. Contract: The agreement between Owner and Contractor identified on the signature page, including all Contract Documents and changes thereto.

c. Owner Default: Failure of Owner, which has neither been remedied nor waived, to pay Contractor as required by the Contract, or to perform and complete or otherwise comply with the other terms thereof.

FOR INFORMATION ONLY – (Name, Address, and Telephone) Surety Agency or Broker: Owner’s Representative (Engineer or other): Robert Peccia & Associates, P.O. Box 5653, Helena, MT 59604, (406) 447-5000 F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\16-PAYMENT.BOND.docx (05/2020)

CLOSEOUT DOCUMENTS PAGE 1

AFFIDAVIT ON BEHALF OF CONTRACTOR

STATE OF

):ss

PROJECT NO.

A.I.P. 3-30-0037-019-2020 A.I.P. 3-30-0037-020-2020

COUNTY OF

)

DATE:

I certify to the best of my knowledge and belief that all work has been performed and materials supplied in strict conformance with the terms and conditions of the corresponding Contract Documents between Ravalli County, Montana, the Owner, and ________________________ the Contractor, dated _____________________ for the Ravalli County Airport Improvement Project, 3-30-0037-019-2020 & 3-30-0037-020-2020, and further declare that all bills for materials, supplies, utilities, and for all other things furnished or caused to be furnished by the above-named Contractor and used in the execution of the above Contract have been fully paid, and there are no unpaid claims or demands of State Agencies, subcontractors, materialmen, mechanics, laborers or any others resulting from or arising out of work done or ordered to be done by said Contractor under the above-identified Contract. In consideration of the prior and final payments made and all payments made for authorized changes, the Contractor releases and forever discharges the Owner from any and all obligations and liabilities arising by virtue of said Contract and authorized changes between the parties hereto, either verbal or in writing, and any and all claims and demands of every kind and character whatsoever against the Owner, arising out of or in any way relating to said Contract, and authorized changes. This statement is made for the purpose of inducing the Owner to make Final Payment under the terms of the Contract, relying on the truth and statements contained therein. Dated this _____ day of _________________, 2020, at ___________________, Montana.

CONTRACTOR:

Subscribed and sworn to before me this _____ day of _____________, 2020.

Notary Public for the State of Montana

(SEAL)

Residing at

My commission expires

CLOSEOUT DOCUMENTS

COMPLIANCE LETTER <Date> Robert Peccia & Associates Attn: Lance Bowser, Project Manager PO Box 5653 Helena, MT 59604 Mr. Lance Bowser, The Ravalli County Airport project, AIP 3-30-0037-019-2020 & 3-30-0037-020-2020, has been completed in accordance with the terms and conditions of the contracts and specifications. All subcontractors and suppliers have been paid in full. All payrolls have been certified and reports submitted. The proper notices, including EEO Policy, labor rates, job classifications, certification of non-segregated facilities, federal and state labor clauses, and all other notices required by this contract were posted at the jobsite. Sincerely, <Name and Title> Company


AFFIDAVIT OF AMOUNTS PAID DBE PARTICIPANTS

CONTRACTOR:

ADDRESS:

CITY:

STATE: ZIP: DATE:

STATE CONTRACT/AGREEMENT NO. JOB TITLE/DESCRIPTION:

AIP 3-30-0037-019-2020 & 3-30-0037-020-2020, Ravalli County Airport Improvements, Ravalli County, Montana

JOB TITLE/DESCRIPTION (cont.): Entire Base Bid and all awarded Additive Alternates

CONTRACT BID PRICE: $

DBE CONDITION OF AWARD: None

DBE PARTICIPANT NAME & ADDRESS

DESCRIPTION OF

UTILIZATION

AMOUNT PAID PARTICIPANTS

AFFIDAVIT I, the undersigned, do hereby certify that in connection with all work for the project for which this statement is submitted, each DBE participant contracted by me has been paid the amount listed.

TOTAL DBE PARTICIPATION ACHIEVED: $

SIGNATURE:

TITLE:

SEAL Subscribed and sworn before me this day of , 2020 Notary Public in and for the state of residing at .

INSTRUCTIONS: 1. Complete this form and have it notarized. 2. This form is required with the Final Request for Payment from the Prime Contractor on all projects.

CLOSEOUT DOCUMENTS

CONSENT OF OWNER Ravalli County SURETY COMPANY ENGINEER Robert Peccia & Associates TO FINAL PAYMENT CONTRACTOR

SURETY (From AIA Document G707) OTHER

TO (Owner)

┌

──┐

PROJECT NO.:

AIP 3-30-0037-019-2020 AIP 3-30-0037-020-2020

CONTRACT FOR:

Ravalli County A.I.P.

└──

──┘

CONTRACT DATE:

CONTRACTOR:

In accordance with the provisions of the contract between the Owner and the Contractors indicated above, the , SURETY COMPANY, on bond (here insert name and address of Surety Company) of , CONTRACTOR, hereby approves of the final payment to the (here insert name and address of Contractor) Contractor, and agrees that final payment to the Contractor shall not relieve the Surety Company of any of its obligations to RAVALLI COUNTY, MONTANA, OWNER, as set forth in the said Surety Company's bond. IN WITNESS WHEREOF, the Surety Company has hereunto set its hand this ______ day of ___________________________, 2020.

Surety Company

Attest:

Signature of Authorized Representative

(SEAL)

Title

NOTE: This form is to be used as a companion document to the Affidavit on Behalf of Contractor (current edition).



UNCONDITIONAL WAIVER AND RELEASE ON PAYMENT [Civil Code 3262(d)(2)]

PROJECT: Ravalli County Airport Improvements – AIP – 3-30-0037-019-2020 & 3-30-0037-020-2020 The undersigned has been paid and has received a payment(s) in the sum of

$

($

gross earnings less

$

paid to the State of Montana as 1% Gross Receipts

Tax) as payment in full for all labor, services, equipment or material furnished to on the job of

Ravalli County, Montana, Ravalli County Airport Improvements, AIP 3-30-0037-019-2020 & 3-30-0037-020-2020

(Owner) and does hereby release any mechanic’s lien, stop notice or bond right that the undersigned has on the above- referenced job to the following extent. This release covers payment in full for labor, services, equipment or materials furnished to the job site or to

through

as well as any retentions retained

before the release date.

Rights based upon work performed or items furnished under a written change order which has been fully executed by the parties prior to the release date are covered by this release unless specifically reserved by the claimant in this release. This release of any mechanic’s lien, stop notice, or bond right shall not otherwise affect the contract rights, including rights between parties to the contract based upon a rescission, abandonment, or breach of the contract, or the right of the undersigned to recover compensation for furnished labor, services, equipment, or material covered by this release if that furnished labor, services, equipment, or material was not compensated by the payment(s). (Date) (Company Name) (Authorized Signature) (Printed Name and Title) NOTICE: THIS DOCUMENT WAIVES RIGHTS UNCONDITIONALLY AND STATES THAT YOU HAVE BEEN PAID FOR GIVING UP THOSE RIGHTS. THIS DOCUMENT IS ENFORCEABLE AGAINST YOU IF YOU SIGN IT, EVEN IF YOU HAVE NOT BEEN PAID. IF YOU HAVE NOT BEEN PAID, USE A CONDITIONAL RELEASE FORM.

NOTE: This form complies with the requirements of Civil Code Section 3262(d)(2). It is to be used by a party who applies for a payment when the check has not yet cleared the bank. This release only becomes effective when the check, properly endorsed, has cleared the bank.

Total of checks issued through (date) = (amount) $ A final payment in the amount of $ will be issued when (owner) . Makes the final payment on this project. This amount

represents the final payment for completed quantities along with release of retainage.

CLOSEOUT DOCUMENTS

CONTRACTOR'S CERTIFICATE OF COMPLETION

TO (Owner):

DATE:

Ravalli County

PROJECT TITLE:

Ravalli County Airport Improvements

215 S. 4th Street, Suite A

Hamilton, MT 59840-2853

PROJECT NO.:

AIP 3-30-0037-019-2020 AIP 3-30-0037-020-2020

ATTN:

Engineer

CONTRACT DATE:

FROM:

(Firm or Corporation)

This is to certify that I, _____________________________________, am an authorized official of

______ working in the capacity of __________________________________ and

have been properly authorized by said firm or corporation to sign the following statements pertaining to

the subject contract:

I know of my own personal knowledge, and do hereby certify, that the work of the contract described above has been performed, and materials used and installed in every particular, in accordance with, and in conformity to, the Contract Plans and Specifications.

The contract work is now complete in all parts and requirements and ready for your substantial completion inspection.

I understand that neither the determination of the Engineer that the work is complete nor the acceptance thereof by the Owner shall operate as a bar to claim against the Contractor under the terms of the guarantee provisions of the Contract Documents.

CONTRACTOR:

By:

Title


DEFINITION OF SUBSTANTIAL COMPLETION

The date of substantial completion of a project or specified area of a project is the date when the construction is sufficiently completed, in accordance with the contract documents, as modified by any change orders agreed to by the parties, so the Owner can occupy or utilize the project or specified area of the project for the use for which it was intended.

CERTIFICATE OF SUBSTANTIAL COMPLETION

TO: RAVALLI COUNTY, MONTANA

OWNER

PROJECT TITLE:

RAVALLI COUNTY AIRPORT IMPROVEMENTS

PROJECT NO.:

AIP 3-30-0037-019-2020 AIP 3-30-0037-020-2020

SUBSTANTIAL COMPLETION DATE:

CONTRACT DATE:

INSPECTION DATE:

LOCATION:

Hamilton, MT

ENGINEER:

ROBERT PECCIA & ASSOC.

PROJECT OR PART SHALL INCLUDE:

PERFORMANCE BOND NO:

ENTIRE PROJECT AS DESCRIBED IN THE BASE BID AND ADDITIVE ALTERNATES. LESS PUNCHLIST AND WARRANTY ITEMS.

DATE OF BOND:

SURETY:

CONTRACTOR:

MONTANA AGENT:

ADDRESS:

ADDRESS:

TELEPHONE NO.:

The Work performed under this Contract has been inspected by authorized representatives of the Owner, Contractor, and Engineer, and the Project (or specified part of the Project, as indicated above) is hereby declared to be substantially completed on the above date. A tentative list of items to be completed is appended hereto. This list may not be exhaustive, and the failure to include an item on it does not alter the responsibility of the Contractor to complete all the Work in accordance with the Contract Documents.

ENGINEER:

ROBERT PECCIA & ASSOCIATES, INC.

By

Authorized Representative Date The Contractor accepts the above Certificate of Substantial Completion and agrees to complete and correct the items on the tentative list within the time indicated.

CONTRACTOR:

By

Authorized Representative Date

The Owner accepts the Project or specified area of the Project as substantially complete and will assume full possession of the project or specified area at (time), on (date). The responsibility for heat, utilities, security, and insurance under the Contract Documents shall be as set forth under "Remarks" below.

OWNER:

RAVALLI COUNTY

By

Authorized Representative Date

F:\airports\19005.0 RAVALLI CO\AIP-017 & 018 RUNWAY\SPECS\Const.Docs\17-CLOSEOUT.DOCUMENTS.docx