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07/08/1998 Volume 2 of 2 MARATHON AIRPORT MONROE COUNTY, FLORIDA CONTRACT DOCUMENTS FOR RESURFACING TAXIWAYS AND HANGAR ACCESS A.I.P. NO. 3-12-0044-13 PFC Application No.4 FOOT WPI Project No. 6826792 & 6826793 URS Greiner Contract No. C502520.68 Prepared for: THE MONROE COUNTY BOARD OF COUNTY COMMISSIONERS Prepared by: URSGreiner March 1998 VOLUME 2 OF 2 TABLE OF CONTENTS VOLUME I DIVISION I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . BID DOCUMENTS DIVISION " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. CONTRACT DIVISION'" ........................................ GENERAL PROVISIONS VOLUME II DIVISION IV .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. SPECIAL PROVISIONS DIVISION V .................................. TECHNICAL SPECIFICATIONS SPECIAL PROVISIONS DIVISION IV SPECIAL PROVISIONS SP-1 - PROJECT GENERAL REQUIREMENTS ........................... 2 SP-2 - NOTICE TO PROCEED, CONSTRUCTION PHASING AND WORK SEQUENCING . . . . . . . . . . . . . . . . . . . . . . . . . . .. 21 SP-3 - CONTRACT TIME AND LIQUIDATED DAMAGES .... . . . . . . . . . . . . . .. 27 SP-4 - PROTECTION OF AIRPORT CABLES, CONTROLS, NA V AIDS AND WEATHER BUREAU FACILITIES ........................... 28 SP-5 - RESIDENT PROJECT INSPECTION ............................. 30 SP-6 - SAFETY AND SECURITY REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . " 31 SP-7 - LIST OF DRAWINGS ......................................... 36 SP-8 - RESIDENT ENGINEER'S (RPR) OFFICE. . . . . . . . . . . . . . . . . . . . . . . . .. 37 SP-9 - TEMPORARY FACILITIES ..................................... 38 SP-10 - DEWATERING .............................................. 43 SP-11 - PRECEDENCE OF DOCUMENTS ............................... 44 SP-12 - MONROE COUNTY'S PROCEDURES FOR MONTHLY (PARTIAL) AND FINAL PAY REQUESTS AND RELATED FORMS. . . . . . . . . . . . . .. 45 IV-1 SPECIAL PROVISION NO.1 PROJECT GENERAL REQUIREMENTS 1. WORK LOCATION. The work consists of the resurfacing of Taxiway "A", the turn around located at the west end of Runway 7, Taxiways "8" and "C" and the turn around located at the east end of Runway 25 in addition to the 50-foot wide Taxiway "A" re!surfacing, a 35-foot wide extension will be added, south of the 7-25 Runway to serve the existing apron of the county mosquito control and a 25-foot wide taxi lane will be constructed north of the 7-25 Runway to access the existing shade hangars located at the northeast side of the airport. A new apron and access to the existing shade hangar located at the west end of Taxiway "A" are also part of the proposed work. 2. .s..COPE OF WORK. The work will be performed at Marathon Airport, which is located two miles northeast of the City of Marathon, Florida on US Highway No.1. 3. W'ORK PHASING AND SEQUENCING. Work phasing and sequencing requirements are stipulated in Special Provision NO.2 included hereinafter. 4. TIME OF COMPLETION AND LIQUIDATED DAMAGES. Work included in this contract shall be completed within sixty (60) calendar days as stipulated in Special Provision Nos 2 and 3. 5. PLANS. The plans included in this contract are listed in Special Provision No.7. 6. LOCATION OF EXISTING UNDERGROUND CABLES AND STRUCTURES. All existing cables, light fixtures, signs and related structures are to be protected by the Contractor in accordance with the provisions contained in Special Provision No.4. 7. PROTECTION OF EXISTING PAVEMENTS AND STRUCTURES. The Contractor shall be responsible for methods, means, materials and procedures necessary to protect all existing facilities, property, asphalt and concrete pavements, structures, equipment, and finishes from any and all damage whatsoever arising from the execution or non-execution of the work of this project. The Contractor shall take all necessary precautions to protect asphalt and concrete pavement surfaces when steel threaded equipment or vehicles are used. Rubber tires or treads shall be used wherever possible. Alii conflicts discovered between existing underground utilities or structures and new structures and other foundation work shall be immediately brought to the attention of thl3 Engineer who will then issue directions regarding a solution to the conflict(s). IV-2 8. CONSTRUCTION LAYOUT AND STAKES. Contractor shall furnish all lines, grades and measurements necessary for the proper prosecution and control of the work and contracted for under these specifications. The project layout surveying may be accomplished during daylight hours provided the Contractor meets the following conditions: A. The Contractor shall notify the Engineer and Airport Manager seventy-two (72) hours in advance with dates and times surveying will be started so a NOT AM can be issued. . B. No vehicles or heavy equipment shall be within 200' of the centerline of Runway 7 -25 or within 65' of any active taxiway centerline during the time the survey work is being accomplished. C. Only men and "hand tools" will be allowed within 125' of Runway 7-25 centerline, at the turn arounds and T/W's connectors. D" Survey party members shall be equipped with hand-held radios and shall continuously monitor the UNICOM and airline radio frequencies and pull back men and survey equipment to a point 125' from the runway centerline during aircraft operations. E. No survey men or equipment will be allowed on the runway (100' wide) or taxiway (50' wide) pavement during survey work periods unless authorized by the Engineer. F. No survey work shall be accomplished without the presence of the Engineer or his authorized representative. 9. VERIFICATION OF EXISTING CONDITIONS. Prior to bidding and commencing with construction, the Contractor shall familiarize himself as to the existing conditions. Should the Contractor discover any inaccuracies, errors or omissions between the actual existing conditions and the Contract Documents, he shall within seven (7) calendar days prior to Bid Opening, notify the Engineer in writing. Submission of Bid by the Contractor shall be held as an acceptance of the existing conditions by the Contractor. 1 O. S.l~FETY AND PROTECTION. A. Safety:' Inasmuch as each work area will be accessible to and used by the public, the Owner and other companies doing business at the Airport during the construction period, it is the Contractor's responsibility to maintain each work area in a safe, hazard free condition at all times. Should the Owner find the IV-3 area unsafe at any time, they will notify the Contractor, and the Contractor shall take whatever steps necessary to remedy the unsafe condition. Should the Contractor not be immediately available for corrective action, the Owner will remedy the problem and the Contractor shall reimburse the Owner for the expense of such correction. B. Protection of Property: Fixed structures, equipment, paving, landscaping and vehicles (automobiles, trucks, etc.) shall be protected with drop cloths, shielding and other appropriate measures to ensure maximum protection of all property and vehicles. 11. PRE-CONSTRUCTION CONFERENCE. Before beginning work at the site, the Contractor shall attend a pre-construction conference and bring with him the superintendent employed for this project. In the event the Contractor is unable to attend, he shall send a letter of introduction with the superintendent in which he advises the superintendent's full name and states that he is assigned to the project and will be in full responsible charge. This conference will be called by the Engineer or Resident Project Representative (RPR), who will arrange for the Owner's representative and other interested parties to be present. At this time, all parties will discuss the project under contract and prepare a program of procedure in keeping with rE~quirements of the drawings and specifications. The superintendent will henceforth make every effort to expeditiously coordinate all phases of the work, including the rE~quired reporting procedure, to obtain the end result within the full purpose and intent o'f the drawings and specifications for the project. 12. COORDINATION AND PROGRESS MEETINGS A. General: The Engineer or RPR will prepare a written memorandum on required coordination activities. Included will be such items as required notices, reports, and attendance at meetings. This memorandum will be distributed to each entity performing work at the project site. B. Weekly Coordination and Progress Meetings: The Engineer or RPR will hold weekly general project coordination and progress meetings at regularly scheduled times convenient for all parties involved. These meetings are in addition to specific meetings held for other purposes, such as special project meetings and special preinstallation meetings. The Engineer or RPR will require representation at each meeting by every party currently involved in coordination or planning for the work of the entire project. Meetings will be conducted in a manner which will resolve coordination problems. C. The Engineer or RPR will record results of the meeting and distribute copies to everyone in attendance and to others affected by decisions or actions resulting from each meeting. IV-4 13. ~~DMINISTRATIVElSUPERVISORY PERSONNEL. The Contractor shall provide a full- time Project Management Team consisting of a Project Superintendent and other supervisory personnel for the duration of the Project. The names and qualifications of this team for this work shall be submitted to the Owner as part of the Bidder ()ualification Form. They shall have a minimum of five (5) years of experience on suitable projects of equal difficulty. The Project Superintendent shall be at the construction site at all periods when work is in progress. This person shall have full authority to act in the Contractor's behalf. It is agreed and understood that, if nequested in writing by the Owner, the Contractor shall replace any member of the tlsam with another meeting the required qualifications within three (3) days of the neceipt of the request. 14. SPECIAL REPORTS. jjl. Reporting Unusual Events: When an event of an unusual and significant nature occurs at the site, Contractor shall prepare and submit a special report to the Engineer. List chain of events, persons participating, response by the Contractor's personnel, an evaluation of the results or effects and similar pertinent information. Advise the Owner and Engineer as soon as possible when such events are known. B. Submit special reports directly to the Owner within one day of occurrence. Submit a copy of the report to the Engineer and other entities that are affected by the occurrence within one day of the occurrence. 15. ~CHEDULE OF WORK A. Prepare and submit, in triplicate, for the Engineer's information, progress schedules for the work. B. Progress schedules shall relate to the entire project to the extent required by the Contract Documents and shall provide for expeditious and practicable execution of the work. C. Progress schedules shall be updated monthly. D. Percent complete shall be based on actual construction in place or dollar volume of the work. If dollar volume of the work reflects the greater percent complete, the maximum percent complete shall in no case exceed 5 percent of the value of the in-place construction. 16. PROGRESS SCHEDULE. A. Preliminary Schedule: Within 15 days after date of Notice of Award and Acceptance, the Contractor shall submit his preliminary network phasing diagram (Preliminary Schedule) indicating a comprehensive overview of the Project including an activity line for each of the work segments to be perfor<med at the site. IV-5 1) Arrange the schedule to indicate required sequencing of work and to show time allowances for submittals, inspections, and similar time margins. 2) The submitted schedule shall be reviewed by the Engineer and Owner for conformance to Critical Dates and overall project completion time criteria. Lack of this information will be cause for rejection of the schedule. 3) Following initial submittal of schedule to and response by the Engineer, print and distribute the Progress Schedule to entities with a need-to- know responsibility, including three (3) copies to the Engineer. Post in temporary office space. Revise at intervals matching payment requests, and redistribute and repost. Provide copies required with payment requests. 17. MAINTENANCE OF SCHEDULE. The Contractor's Progress Schedule must be updated on a monthly basis, and a copy thereof submitted with each of the Contractors Applications for Payment. The updated Progress Schedule shall not only indicate revisions to the Schedule for upcoming work but show "as-built" schedule progress data. The Engineer will not recommend for payment, by the Owner, an Application for Payment without the Contractor's submission of a Monthly Schedule Update. A. If the Contractor's Monthly Schedule Update reflects, or the Engineer determines, that the Contractor is at least ten percent (10%) behind the original Progress Schedule or fourteen (14) or more calendar days behind the original Progress Schedule for: 1) the work as a whole; 2) a major Contract item; 3) an item of work which is on the critical path; or 4) an item of work not on the original critical path that, because of the delay or anticipated delay became a critical path item; then the Contractor must submit with the Monthly Schedule Update his proposed plan for bringing the work back on schedule and completing tf1e Work within the Contract time. B. The Progress Schedule shall be coordinated by the Owner's Project Administrator with the overall schedule for the Airport Projects. The Contractor is required to revise the Progress Schedule promptly in accordance with the conditions of the work, subject to approval by the Owner's Project Coordinator and the Engineer. IV-6 C. The Contractor shall comply fully with all time and other requirements of the Contract Documents. Recommendation of an Application of Payment of the Engineer and payment thereon by the Owner, without the submission of a Monthly Schedule Update, shall not constitute a waiver of the requirements of such updates, nor shall it relieve the Contractor from the obligation to complete the Work within the Contract Time. D. Should a review of work indicate a critical path (milestone) item has fallen behind the approved schedule; at the option of the Engineer; funds equal to the established liquidated damages for the number of calendar days behind schedule will be withheld until that critical path item is brought back on schedule. 18. .cHANGES IN THE SCHEDULE. A. Minor Changes: Each week, prior to the weekly coordination meeting, during the time of the contract, the Contractor shall notify the Engineer of any minor changes that are anticipated in the schedule for the following week. B. Major Changes: If for any reason, a major change in the approved schedule is anticipated, the Contractor shall make the necessary changes to the schedule and resubmit the revised schedule for approval. Copies of the approved schedule shall be posted in the Contractor's field office with completed work identified in colored pencil. 19. MAINTENANCE OF TRAFFIC. A. The Contractor shall not obstruct nor create a hazard to any traffic during the prosecution of the work and shall be responsible for repair of all damage to existing pavement or facilities caused by his operations. B. Beginning date of Contractor's Responsibility: the Contractor's responsibility for maintenance of traffic shall begin on the day he starts the work and continue until Final Completion and Acceptance of the Project. C. Sections Not Requiring Traffic Maintenance: the Contractor will not be required to maintain traffic over those portions of the Project where no work is to be accomplished or where construction operations will not affect aircraft operations. The Contractor, however, shall not obstruct nor create a hazard to any traffic during the prosecution of the work and shall be responsible for repair of any damage to existing pavement or facilities caused by his operations. IV-7 D. Traffic During Construction: All construction vehicles are required to use existing traffic routes. Normal traffic lanes are not to be used as staging areas for arriving delivery vehicles. The Contractor's employees shall utilize the designated Contractor employee parking area. E. Contractor Signing: The Contractor may furnish and install construction traffic directional signs along the existing traffic route. The signs shall depict Contractor's logo or name, directional arrows and "deliveries". Signs shall be of sufficient size to have 6" high message and shall be located at each decision point. All signs and their locations shall be approved by the Engineer and Owner. NO OTHER SIGNS ARE PERMITTED. F. Material Deliveries: The Contractor shall make his own material and equipment deliveries. No deliveries shall be made by vendors or suppliers without escort by a representative of the Contractor. G. Notification: On days when construction traffic is expected to be extra heavy or when oversized pieces of equipment are to be delivered, give minimum forty-eight (48) hours notice to the Engineer. H. All Contractor's material orders for delivery to the work site will use as a delivery address, the street name and number assigned to the access point onto the airport. The name "MARATHON AIRPORT" shall not be used in the delivery address at any time. This will preclude delivery trucks from entering into aircraft operations areas inadvertently. All Contractor material orders for the work site shall be delivered to the areas designated as the Contractor's receiving area. All deliveries shall be made only during the Contractor's working hours. I. Interference Request: 1) The Contractor shall be responsible for notifying the Owner in writing and securing approval for any and all interruptions or interference with traffic (pedes-trian, automobile, or other necessary function of the Airport or any of the Airlines). 2) The request shall include a traffic control plan indicating barricades, lighting and flagmen where required. 3) Such notification shall be made as soon as possible but in no case less than 48 hours prior to interference. 4) It is suggested that the Contractor utilize a standard form addressed to the Owner with a blank space for a description of the interference, the exact area affected, the exact times and IV-8 dates the interference will take place and blanks for the Owner's approval. The forms shall be submitted in duplicate. No interference will be allowed until the Contractor has received back a copy of the approved interference request form. J. Personnel Traffic: 1) General: All construction personnel shall be restricted to construction areas. They shall wear shirts with sleeves and long pants at all times. 2) Use of Public Areas: The Contractor's workmen shall not utilize public areas for taking their "work breaks" or "lunch breaks". Areas for this purpose can be designated by the Owner upon request. No Public Toilets shall be used by any workmen at any time. 20. DAILY CLEAN-UP AND TRASH REMOVAL. A. Debris from this work shall be promptly removed from the site at least daily. It shall not be allowed to become a hazard to the safety of the public. B. The Contractor shall be responsible for clean-up and trash removal. Accumulation of trash and debris will not be allowed and the Engineer or RPR may at any time direct the Contractor to immediately remove his trash and debris from the site of the work when in the opinion of the Owner such trash constitutes a nuisance or in any way hinders the work or the Airports operations. If the Contractor should fail to remove his trash and debris from the site of the work in a timely manner, the Owner may have this work performed and deduct the cost of such from Contractor's payment. 21. CLEANING AND PROTECTION. A. General: During handling and installation of work at the project site, clean and protect work in progress and adjoining work on the basis of continuous daily maintenance. Apply protective covering on installed work to ensure freedom from damage or deterioration. B. Clean and perform maintenance on installed work as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects. C. Limiting Exposure of Work: To the extent possible through appropriate control and protection methods, supervise performance of the work in such a manner IV-9 and by such means which will ensure that none of the work, whether completed or in progress, will be subjected to harmful, dangerous, damaging or otherwise deleterious exposure during the construction period. Such exposures include, where applicable, but not by way of limitation the following: 1) Excessive static or dynamic loading 2) Excessive internal or external pressures 3) Solvents 4) Chemicals 5) Light 6) Puncture 7) Abrasion 8) Heavy Traffic 9) Soiling 10) Combustion 11 ) Improper shipping or handling 12) Theft 13) Vandalism D. Protection at Openings: Contractor shall provide protection at all openings in structures and finishes to maintain the building weather and dust tight. All protection shall be of solid material and substantial so that it will not be disturbed by wind and weather normal to the area and season, and also tight fitting to prevent noise infiltration. E.. Protection of Improvements: 1) C>amage to Existing Facilities: Existing surfaces and materials of the Owner's property not requiring work by the Contract Documents that is damaged by the Contractor's operations shall be immediately repaired. Repaired surfaces and materials shall match existing adjacent undamaged surfaces and materials. Repair work shall be coordinated with the Engineer and Owner with regard to time and method. IV-10 2) Accidental Demolition: All structures or parts thereof that may become damaged due to accident or Contractor's error shall be restored to their original condition at no cost to the Owner. Materials and equipment being used in the repair or replacement resulting from damage shall be new and shall perform at the manufacturer's published capacities. If the existing equipment or materials cannot be identified, or if unavailable, the selection of the replacement will be subject to approval by the Engineer in writing. F. Overhead Protection 1) No cranes or other construction equipment shall cross over non- construction personnel, their travel ways or ride systems. 2) The plan of operation of cranes and other hoisting equipment shall be established in writing by the Contractor. This plan of operation shall be subject to approval by the Engineer. 22. CONSERVATION AND SALVAGE. A. General: It is a requirement for supervision and administration of the Work that construction operations be carried out with the maximum possible consideration given to conservation of energy, water and materials. In addition, maximum consideration shall be given to salvaging materials and equipment involved in performance of the work but not incorporated therein. Refer to other sections for required disposition of salvaged materials which are the Owner's property. 23. TIESTING COST BORNE BY OWNER. Unless otherwise specified herein, all initial construction "acceptance" testing costs shall be borne by the Owner. An independent teisting laboratory selected and responsible to the Engineer shall perform all "acceptance" testing required by the technical specifications or as directed by the Owner and/or the Engineer. 24. TESTING COST BORNE BY CONTRACTOR. The Contractor shall bear the cost of testing under the following conditions: A. If substitute materials or equipment are proposed by the Contractor, he shall pay the cost of all tests which may be necessary to satisfy the Engineer that specification requirements are satisfied. The Contractor shall pay for the Engineer's time spent in review and administrating such proposed substitution. B. If materials or workmanship are used which fail to meet specification requirements, the Contractor shall pay the cost of all testing deemed necessary by the Engineer to determine the safety or suitability of the material or element. C. The Contractor shall pay for all testing costs including, but not limited to, power, fuel, and equipment cost which may be required for complete testing of all equipment and systems for proper operation. IV-11 D. The Contractor shall pay for all testing required for materials, job mix designs, equipment, structures and related items included in all shop drawings and other submittals as required by the Technical Specifications to be submitted and approved by the Engineer prior to construction. 25. PROJECT DOCUMENTATION. A. Project Drawings: The successful Contractor will be furnished, at no charge, four (4) copies of drawings and specifications. Additional copies may be purchased at actual cost of reproduction. A field set of drawings and specifications shall remain on the job site at all times and shall be available at all times to the Engineer. The field set shall be continuously updated to reflect the "as-built" condition of all work included in this Contract. The Contractor shall immediately include plainly and conspicuously on the field set of drawings, and at appropriate paragraphs in the specifications, all changes or corrections made by addenda and change orders as they are issued. Approved copies of all shop drawings and other submittals are to be kept on the job site at all times and shall be available at all times to the Engineer. Changes and deviations from the existing conditions shall be submitted in writing for approval prior to installation. In no case shall any unspecified equip- ment or materials be installed without prior approval by the Engineer. B. Record Documents: 1) Definition: Record copies are defined to include those documents or copies relating directly to performance of the work, which the Contractor is required to prepare or maintain for the Owner's records, recording the work as actually performed. In particular, record copies show changes in the work in relation to the way in which shown and specified by the original contract documents; and show additional information of value to the Owner's records, but not indicated by the original Contract Documents. Record copies include newly-prepared drawings (if any are specified), marked-up copies of contract drawings, shop drawings, specifications, addenda and change orders, marked-up product data submittals, record samples, field records for variable and concealed c'onditions such as excavations and foundations, and miscellaneous record information on work which is otherwise recorded only schematically or not at all. 2) Record Drawings: The Contractor shall maintain a set of Record Drawings at the job site. These shall be kept legible and current and shall be available for inspection at all times by the Engineer. Show all changes or work added on these Record Drawings in a contrasting color. IV-12 a) Mark-up Procedure: During progress of the work, maintain a white-print set (blue-line or black-line) of contract drawings and shop drawings, with mark-up of actual installations which vary substantially from the work as originally shown. Mark whatever drawing is most capable of showing actual physical condition, fully and accurately. Where shop drawings are marked up, mark cross-reference on contract drawings at corresponding location. Mark with erasable colored pencil, using separate colors where feasible to distinguish between changes for different categories of work at the same general location. Mark-up important additional information which was either shown schematically or omitted from original drawings. Give particular attention to informa-tion on work concealed, which would be difficult to identify or measure and record at a later date. Note alternate numbers, change order numbers and similar identification. Require each person preparing the mark-up to initial and date the mark-up and indicate the name of the firm. Label each sheet "PROJECT RECORD" in 1-1/2 inch high letters. In showing changes in the work use the same legends as used on the original drawings. Indicate exact locations by dimensions and exact elevations by job datum. Give dimensions from a permanent point. b) Preparation of Transparencies: In preparation for certification of substantial completion on the last major portion of the work, review the completed mark-up of record drawings and shop drawings with the Engineer. The Engineer will then proceed with preparation of a full set of corrected transparencies for contract drawings. The Engineer will date each updated drawing and label each sheet "PROJECT RECORD" in 1-1/2 inch high letters. Printing as required herein is the responsibility of the Engineer. c) Copies, Distribution: Upon completion of transparency record drawings, the Engineer shall prepare three blue-line or black-line prints of each drawing, regardless of whether changes and additional information were recorded thereon. The Engineer shall then organize each of three copies into manageable sets, bind with durable paper cover sheets, and print suitable titles and dates. The mark-up set of prints maintained during the construction period shall be bound in the same manner. The Engineer will retain one copy set. At the completion of the project, the Engineer shall submit one set of mylars and one set of prints, with changes noted thereon, to the Owner. 3) Record Drawings shall contain the names, addresses and phone numbers of the General Contractor and the major sub-contractors. IV-13 4) The Engineer shall be the sole judge of the accept-ability of the Record Drawings. Receipt and acceptance of the As-Built drawings is a pre- requisite for Final Payment. C. Record Specifications 1) During progress of the work, maintain one copy of specifications, including addenda, change orders and similar modifications issued in printed form during construction, mark-up variations (of substance) in actual work in comparison with text of specifications and modifications as issued. Give particular attention to substitutions, selection of options, and similar information on work where it is concealed or cannot otherwise be readily discerned at a later date by direct observation. Note related record drawing information and product data where applicable. Upon completion of the mark-up, submit to the Engineer for the Owner's records. Label the front cover "PROJECT RECORD" in 1- 1/2 inch high letters. 2) Where the manual is printed on one side of the page only, mark variations on blank left-hand pages of the Project Manual, facing printed right-hand pages containing original text affected by variation. D. Record Product Data During progress of the work, maintain one copy of each product data submittal, and mark-up significant variations in the actual work in comparison with submitted information. Include both variations in product as delivered to site, and variations from manufacturer's instructions and recommendations for installation. Give particular attention to concealed products and portions of the work which cannot otherwise be readily discerned at a later date by direct observation. Note related change orders and mark-up of record drawings and specifications. Upon completion of the mark-up, submit the complete set of product data submittals to Engineer for the Owner's records. Label each data submittal "PROJECT RECORD" in 1-1/2 inch high letters. E. Record Sample Submittal Immediately prior to the date(s) of substantial completion, the Engineer and Owner's personnel will meet with the Contractor on site, and will determine if any of the submitted samples maintained by the Contractor during progress of the work are to be transmitted to the Owner for record purposes. Comply with the Engineer's instructions for packaging, identification marking, and delivery to the Owner's sample storage space. Dispose of other samples in the manner specified for disposal of surplus and waste materials, unless otherwise indicated by the Engineer. F. Miscellaneous Record Submittals IV-14 Refer to other sections of these specifications for requirements of miscellaneous record-keeping and submittals in connection with actual performance of the work. Immediately prior to the date(s) of substantial completion, complete miscellaneous records and place in good order, properly identified and bound or filed, ready for continued use and reference. Submit to the Engineer for the Owner's records. Categories of requirements resulting in miscellaneous work records are recognized to include, but are not limited to, the following: 1) Required field records on excavations, foundations underground construction, wells and similar work. 2) Surveys by a Registered Land Surveyor establishing lines and elevations of finished construction. 3) Inspection and Test Reports: Where not processed as shop drawings or product data. 4) Asphalt or PCC concrete pavement or backfill mix design record and/or certifications. 5) Concrete mix certifications. G. Project Close-out Close-out is hereby defined to include general requirements near end of Contract Time, in preparation for final acceptance, final payment, normal termination of contract, occupancy by the Owner and similar actions evidencing completion of the work. Specific requirements for individual units of work are specified in other sections. Time of close-out is directly related to substantial completion, and therefore may be a single time period for the entire work or a series of time periods for individual parts of the work which have been certified as substantially complete at different dates. The time variation, if any, shall be applicable to other provisions of this section. H. Prerequisites to Substantial Completion 1) Prior to requesting the Engineer's inspection for certification of substantial completion, for either entire work or portions thereof, complete the following and list known exceptions in request: .' a) In progress payment request coincident with, or first following the date claimed, show 100% completion for the portion of work claimed as "substantially completed", or list incomplete items, value of incompleteness, and reasons for being incomplete. IV-15 b) Include supporting documentation for completion as indicated in the Contract Documents. c) Submit statement showing accounting of changes to the Contract Sum. d) Advise the Owner of pending insurance change-over requirements. e) Obtain and submit releases enabling the Owner's full and unrestricted use of the work and access to services and utilities, including, where required, occupancy permits, operating certifi- cates, and similar releases. f) Deliver tools, spare parts, extra stocks of materials, removed light fixtures, transformers and similar physical items to the Owner. g) Make final change-over of locks and transmit keys to the Owner, and advise Owner's personnel of change-over in security provisions. h) Complete start-up testing of systems, and instructions of Owner's operating-maintenance personnel. Dis-continue, or change over and remove from project site, temporary facilities and services, along with construction tools and facilities, mock-ups, barricades and similar elements. 2) Inspection Procedures: Upon receipt of the Con-tractor's request, the Engineer will proceed with inspection or advise the Contractor of prerequisites not fulfilled. Following initial inspection, the Engineer will prepare a Certificate of Substantial Completion or advise the Contractor of work which must be performed prior to issuance of the Certificate and will perform a repeat inspection when requested and assured by the Contractor that the work has been substantially completed. Results of the completed inspection will form an initial "punchlist" for final acceptance. I. Prerequisites to Final Acceptance 1) Prior to requesting the Engineer's final inspection for certification of final acceptance as required by the General Provisions, the Contractor shall complete the following and list known exceptions in the request: IV-16 a. Submit certified copy of the Engineer's final punch list of itemized work to be completed or corrected, stating that each item has been completed or otherwise resolved for acceptance, endorsed and dated by the Engineer. b. Complete final cleaning up requirements, including touch-up of marred surfaces. c. Touch-up and otherwise repair and restore marred exposed finishes. 2) Re-inspection Procedures: Following Substantial Completion, the Contractor shall correct or remedy all Punchlist items to the satisfaction of the Engineer and Owner within a two (2) week period after the Date of Substantial Completion. If subsequent inspections are necessary after the two week period in order to eliminate all deficiencies, the cost of all subsequent inspections with respect to the Owner and Engineer's time shall be paid by the Contractor. When ready, the Contractor shall request in writing a final inspection of the work. Upon completion of reinspection, the Engineer will prepare a Certificate of Final Acceptance or advise the Contractor of work not completed or obligations not fulfilled as required for Final Acceptance. If necessary, the procedures will be repeated. J. Prerequisites to Final Payment 1) Final Payment: Final Payment will be made after final acceptance of the project by the Engineer and Owner upon request by the Contractor on condition that the Contractor: a) Furnish properly executed complete releases of lien from all materialmen and subcontractors who have furnished materials or labor for the Work and submit supporting documentation not previously submitted and accepted. Include certificates of insurance for products and completed operations where required. b) Furnish the Contractor's Affidavit of Release of Liens (2 copies) that all materialmen and subcontractors have been paid in full. In the event they have not been paid in full, the Owner shall retain a sufficient sum to pay them in full and at his option may make direct payment as provided in Chapter 713, Florida Statutes, as amended, to obtain complete releases of lien. This authorization to make a direct payment is not an acknowledgement or waiver by the Owner that an unpaid Subcontractor Material man may seek payment from the Owner rather than from the Public Construction Bond Surety as required by Sect. 255.05, F.S. IV-17 c) Fumish Contractor's Affidavit of Debts and Claims (2 copies). d) Furnish required sets of record drawings and maintenance and operating instructions of new mechanical equipment. e) Fumish guarantees signed by subcontractors, material suppliers, and countersigned by the Contractor for operating equipment. f) Submit specific warranties, workmanship-maintenance bonds, maintenance agreements, final certifications and similar documents. g) Fumish a signed guarantee, in form acceptable to Engineer and Owner agreeing to repair or replace as decided by the Engineer, all work and materials that prove defective within one (1) year (or more) from the date of final acceptance, including restoration of all other work damaged in making such repairs or replacements. h) Fumish consent of Surety to final payment. i) Submit updated final statement, accounting for final changes to Contract Sum. j) Submit evidence of final, continuing insurance coverage complying with insurance requirements. k) Certify that all Social Security, Unemployment and all other taxes (City, State, Federal Government) have been paid. I) Provide receipt, as applicable, of affidavits certifying all labor standards of local, State, or Federal requirements have been complied with by the Contractor. m) Submit actual DBE participation percentages. K. Record Document Submittals Specific requirements for record documents are shown in the section, PROJECT RECORD DOCUMENTS. Other requirements are indicated in the General Provisions. General submittal requirements are indicated in "Submittals" sections. Do not use record documents for construction purposes; protect from deterioration and loss in a secure, fire-resistive location; provide access to record documents for the Engineer's reference during normal working hours. 1) Record Drawings: The Engineer shall organize record drawing sheets into manageable sets, bind with durable paper cover sheets, and print IV-18 suitable titles, dates and other identification on cover of each set. 2) Record Specifications: Upon completion of mark-up, submit to the Engineer for the Owner's records. 3) Record Product Data: Upon completion of mark-up, submit a complete set to the Engineer for the Owner's records. 4) Record Sample Submittal: Comply with the Engineer's instructions for packaging, identification, marking, and delivery to the Owner's sample storage space. 5) Miscellaneous Record Submittals: Complete miscellaneous records and place in good order, properly identified and bound or filed, ready for continued use and reference. Submit to the Engineer for the Owner's records. 6) Maintenance Manuals: Complete, place in order, properly identify and submit to the Engineer for the Owner's records. L Close-out Procedures General Operating and Maintenance Instructions: Arrange for each installer of work requiring continuing maintenance or operation, to meet with the Owner's personnel at the project site to provide basic instructions needed for proper operation and maintenance of the entire work. Include instructions by manufacturer's representatives where installers are not expert in the required procedures. Review maintenance manuals, record documentation and materials, lubricants, fuel, identification system, control sequences, hazards, cleaning and similar procedures and facilities. For operational equipment, demonstrate start-up, shut-down, emergency operations, safety, economy, efficiency adjustments, and similar operations. Review maintenance and operations in relation with applicable warranties, agreements to maintain bonds, and similar continuing commitments. Permit owner employees to video tape operationing and maintenance instructions. 26. FINAL CLEANING. A Provide final cleaning of the work, at the time indicated, consisting of cleaning each surface or unit of work to normal"clean" condition. B. Removal of Protection: Remove temporary protection devices and facilities which were installed during the course of the work to protect previous completed work during the remainder of the construction period. Co. Compliances: Comply with safety standards and governing regulations for cleaning operations. Do not bum waste materials at site, bury debris or excess IV-19 materials on Owner's property. Do not discharge volatile or other harmful or dangerous materials into drainage systems. Remove waste materials from site and dispose of in a lawful manner. Where extra materials of value remaining after the completion of the associated work have become the Owner's property, dispose of these as directed by Owner. IV-20 SPECIAL PROVISION NO.2 NOTICE TO PROCEED, CONSTRUCTION PHASING AND WORK SEQUENCING NOTICE TO PROCEED To avoid the Contractor from being held responsible for delays in obtaining the necessary permits, and having these delays deducted from the total calendar days provided in the contract to complete construction, two (2) Notice to Proceeds will be issued as follows: 1. Notice to Proceed (Permits) A Notice to Proceed will be issued ten (10) days after award of contract, for the Contractor to pursue obtaining the necessary permits. 2. Notice to Proceed (Construction) Only after the Contractor has obtained all the necessary permits, will the Notice to Proceed be issued, which shall state the date on which it is expected the Contractor wiill begin the construction and from which date contract time will be charged. PHASING In order to minimize the time the Airport will be required to be closed during the performance of the work included in this contract, the work shall be accomplished in two (2) phases as follows: 1. Phase I: This phase shall allow the Contractor to obtain any necessary construction permits which will be required to accomplish the work. Also, during this phase, the Contractor shall order and deliver materials, equipment and supplies needed to complete the work. No on-site construction activities shall be accomplished and the Airport shall remain open to aircraft operations during the phase. 2. Phase II: This phase shall include all the construction activities necessary to c,omplete the work in accordance with the Contract Documents. Sixty (60) calendar days will be allowed to complete the work included in this phase. IV-21 WORK SEQUENCING The work included in this Contract shall be accomplished in accordance with, but not limited to, the following work sequencing: Phase I: 1. Obtain permits as required for construction. 2. Prepare and transmit all required shop drawings, submittals and certifications as re.quired by the Contract Documents to the Engineer for review and approval. 3. Place orders for the purchase and delivery of equipment, materials and supplies required to complete the work in accordance with the Contract Documents. 4. Mobilize equipment, materials and supplies in Contractor's staging area. No men, equipment, materials or supplies will be allowed outside the staging area during Phase I unless otherwise authorized by the Engineer. Phase II: 1 . Construction Sequence Phase "A" A. Work to be Completed 1) The Contractor shall prepare his staging area and establish haul routes, as well as prepare, submit, and receive approval of shop drawings and job mix formulas. 2) The Contractor shall give the Engineer 48 hours advanced written notice prior to starting work in any area so the appropriate NOT AMS may be issued by the airport. 3) Only the portion of taxiway in which the Contractor is to mill or overlay on that day shall be closed (barricaded) off. Location of barricades shall be adjusted daily to match work area, as directed by the Resident Project R.epresentative (RPR), minimizing the disruption of aircraft operations. 4) Construct Connector "H" and apron to access existing west shade hangars. Remove existing asphalt pavement and regrade as per grading plan. IV-22 5) Overlay taxiway from 8ta. :1:10+00 to 8ta. :1:31+50 as per plans. This work shall be performed during daytime hours (7:00 AM to 5:00 PM). Contractor shall stop paving in time to pave transition end wedge for aircraft operations, (see temporary feathering detail). 6) The Contractor shall have available at all times appropriate sweeping and vacuum equipment to remove any dust or debris. An inspection shall be performed by the Owner's Representative to insure the TIW is clear of any debris prior to opening for operations. 7) At the completion of each day's work the Contractor shall provide temporary marking on TlW's for areas which are overlayed, at 50% of the specified application rate with no reflectorized media, as work progresses. B. Operational Constraints (for Informational Purposes) 1) Taxiway "A" shall be closed from 8ta. 10+00 to 8ta. 31 +50 for 15 calendar days. The Contractor shall schedule construction to allow aircraft to taxiing during the closed periods to the general aviation apron (1) and the west shade hangars at all times. Coordination to be made with the Airport Manager or Resident Project Representative (RPR). 2) NOT AM8 shall be issued stating that Connector B shall be used for taxing to end of Runway 7 during Contractor working hours. 3) Overlay of Connector "A-1" shall be coordinated with Airport Manager and Resident Project Representative (RPR) in order to minimize disruption of airport operation. Phase "B" A. Work to be Completed 1 ) Contractor shall place barricades as shown on the plans. 2) Overlay taxiway from 8ta. :1:31 +50 to 8ta. :1:53+75 as per plans. This work shall be performed during daytime hours (7:00 AM to 5:00 PM). Contractor shall stop paving in time to pave transition end wedge for aircraft operations (see temporary feathering detail). 3) The Contractor shall have available at all times appropriate sweeping and vacuum equipment to remove any dust or debris. An inspection shall be performed by the Owner Representative to insure the TIW is clear of any debris prior to opening for operations. IV-23 4) At the completion of each day's work the Contractor shall provide temporary marking on TIW's for areas which are overlayed, at 50% of the specified application rate with no reflectorized media, as work progresses. 5) Only the portion of taxiway in which the Contractor is to mill or overlay on that day shall be closed (barricaded) off. Location of barricades shall be adjusted daily to match work area, as directed by the Resident Project Representative (RPR), minimizing the disruption of aircraft operations. B. Operational Constraints (for Informational Purposes) 1) Taxiway "A" shall be closed from 8ta. 31 +50 to 8ta. 53+00 for 10 calendar days. The Contractor shall schedule construction to allow aircraft taxiing during the closed periods from and to the terminal apron at all times. Coordination to be made with the Airport Manager or Resident Project Representative (RPR). 2) Appropriate NOTAM8 shall be issued stating which connector to be used during the construction period, as directed by the Resident Project Representative (RPR). 3) Overlay of Taxiway "8" shall be coordinated with Airport Manager and Resident Project Representative (RPR) in order to minimize disruption of airport operation. Phase "e" A. Work to be Performed 1) Contractor shall place barricades as shown on the plans. 2) Overlay taxiway from 8ta. :t53+00 to 8ta. :t59+50 as per plans. This work shall be performed during daytime hours (7:00 AM to 5:00 PM). Contractor shall stop paving in time to pave transition end wedge for aircraft operations. 3) The Contractor shall have available at all times appropriate sweeping and vacuum equipment to remove any dust or debris. An inspection shall be performed by the Owner Representative to insure the TIW is clear of any debris prior to opening for operations. 4) At the completion of each day's work the Contractor shall provide temporary marking on TIW's for areas which are overlayed, at 50% of the specified application rate with no reflectorized media, as work progresses. IV-24 5) Only the portion of taxiway in which the Contractor is to mill or overlay on that day shall be closed (barricaded) off. Location of barricades shall be adjusted daily to match work area, as directed by the Resident Project Representative (RPR), minimizing the disruption of aircraft operations. B. Operational Constraints (for Informational Purposes) 1) Taxiway "A" shall be closed from Sta. 53+00 to Sta. 59+50 for 5 calendar days. The Contractor shall schedule construction to allow aircraft taxiing during the closed periods to the General Aviation Apron (II) and east shade hangars at all times. Coordination to be made with the Airport Manager or Resident Project Representative (RPR). 2) Appropriate NOTAMS shall be issued stating which connector to be used during the construction period, as directed by the Resident Project Representative (RPR). 3) Overlay of Taxiway "C" and Connector "A-2" shall be coordinated with Airport Manager and Resident Project Representative (RPR) in order to minimize disruption of airport operation. Phase "0" A. Work to be Performed 1) The Contractor shall place barricades and establish relocated temporary threshold as shown on the plans. 2) Construct taxiway "D" from Sta. :t200+00 to Sta. :t214+19.70 and Taxilane "E" from Sta. :t100+00 to Sta. :t116+05.48 as per plans. This work shall be performed during daytime hours (7:00 AM to 5:00 PM). 3) Regrade infield areas and construct drainage trench as shown on the grading plans. 4) The Contractor shall have available at all times appropriate sweeping and vacuum equipment to remove any dust or debris. An inspection shall be performed by the Owner Representative to insure the TIW is ~Iear of any debris prior to opening for operations. 5) Final marking will be applied for the entire length of Taxiways "A", "D", Taxilane "E" and connectors upon completion of all overlay on Taxiway "A" and Construction of new Taxiways "0" and Taxilane "E". 6) Only the portion of taxiway in which the Contractor is to mill or overlay on that day shall be closed (barricaded) off. Location of barricades shall be adjusted daily to match work area, as directed by the Resident Project IV-25 Representative (RPR), minimizing the disruption of aircraft operations. B. Operational Constraints (for Informational Purposes) 1) Taxiway "0" shall be closed from Sta 200+00 to Sta. 214+19.70 for 20 calendar days. The Contractor shall allow aircraft taxiing during the closed periods to the runway end 25 at all times. Coordination to be made with the Airport Manager or Resident Project Representative (RPR). 2) Contractor shall cover the east end runway lights and papis behind the temporary threshold during Contractor's working hours (7:00 AM to 5:00 PM). This shall be done at no additional cost to the Owner. PAYMENT No separate payment shall be made for the work included in this Special Provision. The costs of all labor, equipment, materials and supplies associated with the work stipulated in this section shall be included in the lump sum price quoted for Item "M-1 00-1, Mobilization" in the bid proposal submitted for this project. IV-26 SPECIAL PROVISION NO.3 CONTRACT TIME AND LIQUIDATED DAMAGES CONTRACT TIME CONTRACT TIME PHASE DESCRIPTION TO COMPLETE I This phase shall allow the Contractor to obtain any necessary A.S.A.P. construction permits which will be required to accomplish the work. Also, during this phase, the Contractor shall order and deliver materials, equipment and supplies needed to complete the work. No on-site construction activities shall be accomplished and the Airport shall remain open to aircraft operations during the phase. IIA This phase shall include all the construction activities necessary to 15 Calendar Days complete the work in accordance with the contract documents and as shown on the plans. liB This phase shall include all the construction activities necessary to 10 Calendar Days complete the work in accordance with the contract documents and as shown on the plans. IIC This phase shall include all the construction activities necessary to 5 Calendar Days I complete the work in accordance with the contract documents and as shown on the plans. liD This phase shall include all the construction activities necessary to 60 Calendar Days complete the work in accordance with the contract documents and as shown on the plans. TOTAL CONTRACT TIME: Maximum 60 Calendar Days* Schematic construction scheduling and staging drawings are included in the plans with the work and operational constraints for informational purposes only. They are intended to represent a viable construction sequence which the Contractor may elect to implement. The Contractor shall ultimately be responsible for submitting a detailed construction schedule to the AlE for review and approval. LIQUIDATED DAMAGES If the work in Phases IIA, liB, IIC, and 110 is not completed within 60 Calendar Days, the Contractor will be assessed liquidated damages listed below for each calendar day the work overruns the allotted contract time. PHASE LIQUIDATED DAMAGES None (no on-site construction activity IS being accomplished during this Phase. IIA, liB, IIC, and 110 $500.00 per day. IV-27 SPECIAL PROVISION NO.4 PROTECTION OF AIRPORT CABLES. CONTROLS. NA V AIDS AND WEATHER BUREAU FACILITIES A. The Contractor is hereby informed that there may be installed on the Airport FAA f\lA V AIDS including, without limitation, airfield lighting systems, electric cables and controls relating to such NA V AIDS and facilities. Such NA V AIDS and other facilities and electric cables must be fully protected during the entire construction time. Work under this contract can be accomplished in the vicinity of these facilities and cables only at approved periods of time. Approval is subject to withdrawal at any time because of change in the weather, emergency conditions on the existing airfield areas, anticipation of emergency conditions, and for any other reason determined by the Resident Project Representative (RPR) acting under the orders and instructions of the airport management and the designated FAA representative. Any instructions to this contractor to clear any given area at any time by the RPR or the Airport Management shall be immediately executed. Construction work will be commenced in the cleared area only when additional instructions are issued by the Engineer. B. Power and control cables leading to and from any FAA NAVAIDS and other facilities have been located and shown from best available information and are approximate. The Contractor shall verify actual locations. Through the entire time of this construction, the Contractor shall not allow any construction equipment to cross power and control cables leading to and from any FAA NAVAIDS or other facilities without first protecting the cable with steel boiler plate, or similar structural devices, on three (::1') feet either side of the marked cable route. All excavation within three (3') feet of existing cables shall be accomplished by hand digging only. C. This Special Provision intends to make perfectly clear the need for protection of FAA NAVAIDS and other facilities and cables by this contractor at all times. D. The Contractor shall immediately repair, at his own expense, with identical material by skilled workmen, any underground cables serving FAA NA V AIDS and other airport facilities, which are damaged by his workmen, equipment, or work. Prior approval of the FAA must be obtained for the materials, workmen, time of day or night, method of repairs, and for any temporary or permanent repairs the Contractor proposed to make to any FAA NAVAIDS and facilities damaged by the Contractor. Prior approval of the Engineer must be obtained for the materials, workmen, time of day or night, and for the method of repairs for any temporary or permanent repairs the Contractor proposes to make to any other airport facilities and cables damaged by this Contractor. Should the repair require splicing, it shall be spliced at the direction of the Engineer. No work shall bE~ backfilled or covered prior to approval by the Engineer. IV-28 E. The Contractor shall have a sufficient supply of extra cable, connectors, splice kits and lilght fixtures on site to temporarily "jump" around damaged or cut cables and fixtures if necessary to make the existing runway/taxiway/NA V AIDS systems operational during scheduled aircraft operation periods. IV-29 SPECIAL PROVISION NO.5 RESIDENT PROJECT REPRESENTATIVE 1. QN-SITE OBSERVATION. The Resident Project Observation for this contract shall bl9 performed by the Engineer or his duly authorized representative. 2. DUTIES OF RESIDENT PROJECT REPRESENTATIVE (RPR). The RPR'S Inspector's duties and responsibilities are to: a. Monitor performance of the Contractor; require correction of work that does not meet plans and specifications; and report serious problems to the Engineer and Owner. b. Determine test sites/locations, coordinate and supervise testing. c. Interpret plans and specification details. d. Resolve minor construction problems. e. Maintain project records. f. Review and approve requests for payment to the Contractor. g. Conduct day-to-day construction observations. h. Maintain a project diary on a daily basis. I. Maintain up-to-date records on quantities of work performed and quantities of materials in place. J. Contact Engineer for advice and assistance when needed and when major problems arise. k. Recommend to the Engineer when a Change Order or Supplemental Agreement is required. 3. OFFICE. See .Special Provision No.8 for Resident Engineer's (RPR) Office. IV-3D SPECIAL PROVISION NO.6 SAFETY AND SECURITY REQUIREMENTS 1. SAFETY REQUIREMENTS A. Construction Sequencing. All construction being accomplished under this contract shall be in accordance with the sequencing indicated on the drawings. B., Radio Communications. When working in an Air Operations Area (AOA), whether closed or not, the Contractor shall maintain communications by two- way radio with the Airport Radio Frequency during all hours of Radio Frequency operations. The Contractor's radios shall be capable of operating on the ground control frequency assigned to the Radio Frequency. The radio operator shall be trained on the use of the radio, including the terminology normally used on airports for ground control communications. If the Contractor is operating in more than one general area on the airport at the same time, additional radios shall be provided to allow coordination of work activities with the Airport Frequency. In addition to the above requirements for radios for use by Contractor's personnel, the Contractor shall provide a similar two-way radio for exclusive use by the Resident Inspector during normal working hours throughout the contract time period. C. Construction Activity and Aircraft Movements. During the time that the Contractor is performing the work under this project, the Airport will remain in use by aircraft except as provided herein. To the extent feasible and convenient, in the opinion of the Engineer, the use by aircraft of runways and taxiways adjacent to areas where the Contractor is working will be so scheduled as to reduce disturbance to the Contractor's operations. Aircraft operations, unless otherwise specified in the contract specifications, shall always have priority over any and all of the Contractor's operations and the Contractor shall not allow his employees, sub-contractors, materialmen or any other persons over whom he has control, to enter or remain upon or allow any plant or materials to be brought or remain upon any part of the airport which, in the opinion of the Engineer, would be a hazardous location. Should aprons, runways or taxiways be required for use of aircraft and should the Engineer or Resident Inspector deem the Contractor to be too close to the portion used by aircraft for safety, he may in his sole discretion order the Contractor to suspend his operations, remove his personnel, plant, equipment and materials to a safe distance and stand by until the runway and taxiways are no longer required for use by aircraft. IV-31 D. Limitations of Construction 1) All Contractor vehicles that are authorized to operate on the Airport outside of the designated construction area limits or haul routes as specified on the plans and in the active Aircraft Operations Area (AOA) shall display in full view above the vehicle a 3' x 3' or larger orange and white checkerboard flag, each checkerboard color being l' square. Any vehicle operating in the active AOA during the hours of darkness shall be equipped with a flashing amber (yellow) dome-type light mounted on top of the vehicle and of such intensity to conform to local codes for maintenance and emergency vehicles. 2) All Contractor vehicles that are required to cross active runways, taxiways and approach clear zones shall do so under direct control of a flagman. The flagman shall be trained and instructed by Airport Operations in the regulations goveming operations on the AOA and the Airport. The flagman shall remain with his vehicle at all times. All aircraft traffic on runways, taxiways and aprons shall have priority over Contractor's traffic. 3) No runway, taxiway apron or aircraft roadway shall be closed without written approval of the Airport Director to enable necessary "Notices to Airman" (NOT AM) or advisories to airport service or tenants. A minimum of 48 hours' notice of requested closing shall be directed to the Engineer who will coordinate the request with the Airport Director. 4) Any construction activity within 200' of an active runway centerline or 94' from an active taxiway centerline or open excavations in excess of three inches (3") deep within the above areas will require closure of the affected runway or taxiway unless otherwise approved by the Airport Director. Closure requires the same provisions as Paragraph 3) above. 5) Open flames, welding or torch-cutting operations are prohibited unless adequate fire and safety precautions have been taken and the procedure approved by the Airport Director. 6) Stockpiled material shall be constrained in a manner to prevent movement resulting from aircraft blast or wind conditions in excess of 10 knots. 7) Open trenches, excavation and stockpiled material located in the AOA shall be prominently marked with flags and lighted by approved light units during hours of visibility and darkness. 8) The Contractor must provide his authorized personnel with radios operating on the local Air Traffic Control Tower's ground control frequency of 121.4 for clearance when crossing active runways or IV-32 9) 10) 11 ) 12) 13) 14) 15) taxiways. Contractor to provide barricades across pavement to isolate construction activities from aircraft operating areas at locations as determined by the Resident Inspector. Barricades to be orange and white striped 8" x 8" timber, "low-silhouette" type barricades with battery operated yellow flashing lights or approved equal. Each barricade shall have a minimum of two flashing lights with the intensity of the lights being of such brightness so as to be readily identified during darkness periods. Barricades to be spaced approximately 20' on centers. Barricades to be sandbagged as necessary to prevent being blown over. Barricades shall be removed at individual locations as paving in the area is completed. Cost of barricades shall be incidental and included in the mobilization cost. During runway closures, the Contractor shall provide temporary runway closure markers on each runway end (over runway numerals) in accordance with the special provisions of these specifications unless s otherwise approved by the Engineer. Equipment and materials shall not be left on or within 500' from active runway centerlines after work operations are ceased each work shift. The Contractor shall keep all active airfield pavement clear of all debris, stones and other materials during construction. All active pavement shall be cleaned and inspected by the Contractor's superintendent prior to release of work crews after each shift of work. All construction barricades shall be inspected by the Contractor's superintendent prior to release of work crews after each work shift to ensure barricades are properly placed and lighted for non-work hours. Open trenches, excavation and stockpiled material will not be allowed within 200' of centerline of active runways or within 94' of active taxiways. Coverings for open trenches must be of such strength as to support the weight of a 60,000 pound gross weight aircraft on an FAA dual-gear type undercarriage. All existing facilities, equipment (runway/taxiway lights, visual aids, NA V AIDS, etc.) and underground utilities shall be carefully protected by the Contractor. Any damage to these items caused by the Contractor or Sub-Contractors shall be immediately repaired and restored to a condition similar or equal to the original condition. E. Payment. No separate payment shall be made for the safety requirements stated above. All costs necessary to provide these items or services shall be included in other bid items quoted in the Bid Proposal. IV-33 2. SECURITY REQUIREMENTS A. General Intent. The Contractor shall comply with all security requirements specified herein. The Contractor shall designate in writing the name of his "Contractor Security Officer" (CSO). The CSO shall represent the Contractor on the security requirements of the contract. 8. Construction Security Committee. The committee shall be established by the Manager or Director concurrent with the life of this contract to monitor, coordinate and adopt new security procedures relating to this contract. Meeting shall be scheduled by the Manager or Director. Committee membership shall include the CSO, the Manager or Director and such other personnel as the Manager or Director may designate. C Contractor Personnel Security Orientation. The CSO shall be responsible for briefing all contractor personnel on these requirements and, from time to time, other security provisions adopted by the Construction Security Committee. All new contractor employees shall be briefed on these requirements prior to working in the construction area. D. Access to the Site. Contractor's access to the site shall be as shown on the plans. No other access points shall be allowed unless approved by the Manager or Director. All contractor traffic authorized to enter the site shall be operated by personnel experienced in the route or guided by contractor personnel. The Contractor shall be responsible for traffic control to and from the various construction areas on airport property. The Contractor shall be responsible for immediate clean-up of any debris deposited along any route resulting from his construction traffic. Directional signing at the access point and along the delivery route to the storage area or work sites shall be as directed by the Resident Project Engineer or Representative. E. Materials Delivery to the Site. All Contractor's material deliveries to the site shall enter the airport only at designated gates and such deliveries shall be escorted to the construction site by experienced contractor personnel. F. Identification - Vehicles. The Contractor shall establish and maintain a list of contractor and sub-contractor vehicles authorized to operate on the site. Vehicle permits shall be assigned in a manner to assure positive control of all vehicles at all times. Each vehicle shall display a large company sign on both sides of vehicles. The CSO shall maintain a current list of companies authorized to enter and conduct work on the airport. Employee personal vehicles shall be parked in designated areas. These vehicles shall not enter the airfield at any time. All vehicles and equipment entering the job site shall display the company's logo and/or name. IV-34 G. Identification - Personnel. The Contractor's onsite personnel shall be badged with ID badges provided by the Contractor. The Contractor shall provide to the manager or Director a five-year employee history verification on all supervisors. All supervisors shall be required to attend an orientation training seminar presented by Airport Management personnel. All other non-supervisory personnel of the Contractor and his subcontractors shall be issued construction work security badges supplied by the Contractor. The Contractor shall maintain a master list of personnel issued badges and it shall be available for examination during construction hours. All personnel shall wear the badges on their outermost garment at all times while in the air operations area. Responsibility for supply issuance, and control of identification badges shall be that of the Contractor. H. Manager or Director. The work on the Marathon Airport shall be under the direction of the Airport Manager or his authorized agent(s). All work on the Marathon Airport shall be under the direction of the Aviation Director or his authorized agent(s). I. Contractor shall maintain security at all times during construction. J. Payment. No separate payment for the above security requirements shall be made. All costs necessary to cover these items and services shall be included as part of other bid items quoted in the Bid Proposal. IV-35 SPECIAL PROVISION NO.7 LIST OF DRAWINGS The drawings which show the location, character, dimensions and details of the work to be done and which are to be considered as a part of the contract supplementary to the specifications are as follows: Sheet No. Description 1 Cover Sheet 2 Summary of Quantities and Safety and Security Notes. 3 Project Layout Plan 4-7 Construction Phasing and Sequencing Plan 8-9 Typical Sections 10-12 Geometry and Lighting Layout Plan 13-17 Grading and Drainage Plan 18 Taxiway and Taxilane Profiles 19 Marking Layout Plan and Details 20 Miscellaneous Details 21- 43 Cross Section IV-36 SPECIAL PROVISION NO.8 RESIDENT ENGINEER'S (RPR) OFFICE 1. The Contractor shall furnish office space (300 square foot minimum) for the exclusive use of the Resident Engineer(s) (RPR) as a field office. The space shall be furnished and maintained by the Contractor and shall be erected and ready for full occupancy not later than ten (10) days after the Notice-to-Proceed of Construction is issued. A. Office Equipment and Utilities. Provide all necessary power for lighting, for power outlets, for heating and cooling; provide adequate heating, cooling and ventilating equipment, drinking fountain, water, lavatory, toilet facilities, telephone and OSHA approved fire extinguisher. B. Office Furniture. Provide two desks with chairs, two drafting tables with stools, plan racks, shelves, a fire-resistant three-drawer legal size filing cabinet with locks (U.L. approved), FAX machine and a telephone answering machine. C. Services. Provide and pay all costs for private telephone service for project- related calls, water, electricity, janitorial service and all janitorial and sanitary supplies. 2. BASIS OF PAYMENT. The cost of the field office, the equipment, furniture and slervices shall be incidental and included in the overall cost of the pay items in the project. 3. OWNERSHIP. The equipment and furniture shall remain the property of the Contractor, shall be maintained by the Contractor and removed by the Contractor after the final acceptance of the project. IV-37 SPECIAL PROVISION NO.9 TEMPORARY FACILITIES 1 . GENERAL DEFINITIONS A. This section specifies certain minimum temporary facilities to be provided regardless of methods and means selected for performance of the work but not by way of limitation and not assured for compliance with goveming regulations. Use of altemate temporary facilities may be permitted subject to the Engineer's and Owner's approval and acceptance. B. Energy Considerations: Administer the use of temporary facilities in a manner which conserves energy but without delaying work or endangering persons or property; comply with reasonable requests by the Engineer and Owner. C. Costs: Except as otherwise indicated, costs associated with temporary facilities are the Contractor's. Temporary facilities remain the property and responsibility of the Contractor. D. Dust Control: Adequate measures shall be taken to prevent the transfer of dust to other areas of the airport complex. E. Noise Control: Where work is being conducted in or adjacent to occupied areas, the Contractor shall make every effort to keep construction noise to a minimum. F. Fire Protection: In addition to temporary water service for construction and the placing of permanent fire protection facilities in operating condition at earliest feasible date, provide fire extinguishers of types and sizes recommended by NFPA or any other governing authority or agency. Provide Type A extinguishers in field offices and for similar exposures, Type ABC in construction areas. Locate extinguishers near each entrance. Prohibit smoking except in marked, non-hazardous areas. Smoking in existing premises is prohibited. G., Environmental Protection: Review exposure to possible environmental problems with the Engineer and Owner. Establish procedures and discipline among tradesmen and provide needed facilities which will protect against environmental problems (pollution of air, water and soil, excessive noise and similar problems). IV-38 2. TEMPORARY PROTECTION Provide facilities and services as necessary to effectively protect project from losses and persons from injury during the course of construction. The existing utilities shall not be modified for use by the Contractor. Do not interrupt €ixisting services serving occupied or used facilities except when authorized in writing by the Owner. Provide temporary services during interruptions to existing utilities as a.cceptable to the Owner. The Contractor shall fumish electrical and water utilities as required and provide temporary power, telephone and system connections where required by the Owner to continue operation of existing equipment or systems during construction. 3. TEMPORARY STAGING/STORAGE AREAS A The Contractor may provide a trailer or prototype building field office for his own use. The location of the field office or building must be approved by the Engineer and Owner. All costs for connection to utilities shall be paid for by the Contractor. Water, electric and telephone will be available on site. Equipment not in use during construction, nights and/or holidays shall be parked in areas designated by the Engineer and Owner. Construction workers' private vehicles shall be parked within the areas. B. During construction, the Contractor shall maintain these areas in a neat condition. The Contractor's vehicles, equipment and materials shall be stored in the areas designated by the Engineer. Upon completion of the work, the staging and storage areas shall be cleaned up and retumed to their original condition to the satisfaction of the Owner. Remove all construction fencing and barricades from the project site. No special payment will be made for clean-up and restoration of the storage area. Personal vehicles will not be permitted beyond the Contractor's parking area. Drivers of vehicles being operated beyond this area shall be subject to loss of permission to enter the construction site. C. If additional storage areas are needed, the Contractor may request it from the Engineer. The request will be reviewed on the basis of what is to be stored and the area needed. The Contractor shall provide any necessary fencing and/or secu rity. IV-39 4. TEMPORARY CONSTRUCTION FACILITIES A.. De-watering: Maintain construction work free of water accumulation. Do not endanger the work or adjacent properties. B. Miscellaneous Facilities: Provide miscellaneous facilities as needed including ladders, runways, shoring, scaffolding, railing, bracing, barriers, closures, platforms, temporary partitions and similar items. 5. TEMPORARY SUPPORT FACILITIES A. General: Provide facilities and services as may be needed to properly support the primary construction process and meet governing regulations. B. Drinking Water: Provide either pipe-connected potable water fountains or electric cooled bottled water fountains or insulated potable water containers in work areas spaced so that personnel at the site will travel no more than 300 feet. C. Toilets: Furnish adequate temporary sanitary facilities within the Contractor's staging and storage areas located on the drawings for the use of workmen during the entire period of construction. Temporary facilities shall be furnished at a minimum ratio of one toilet for each 25 workmen or as required by local governing code, whichever is greater. The toilets shall be portable, chemical type or water-borne type connected to an approved existing sanitary sewer. Toilets shall be placed or installed in conformity with local governing code requirements and shall be enclosed in a weather-tight, fly-proof building with a self-closing door. The building shall be tied down to prevent overturning by wind. Provide standard, roll-type toilet paper holder and a supply of standard, roll-type toilet tissue. The premises shall be thoroughly disinfected at least twice each week. Provide means for locking the door from the outside and keep locked at all times except during hours that workmen are at the project site. 6. TEMPORARY UTILITY SERVICES A.. The Contractor shall coordinate the requirements for temporary utilities with the Owner and shall install at the Contractor's expense all necessary utilities in a safe, acceptable manner. Should leaks, breaks, etc. occur during installation or use, the Contractor shall immediately notify the appropriate utility personnel and promptly repair the utility so as to keep disruption of service to a minimum. B. The Contractor shall provide temporary wiring if required. All wiring shall meet all safety requirements of the National Electrical Code, Florida Department of Commerce, Bureau of Workmens' Compensation or local requirements. In IV-40 addition, all wire shall be so sized that it is not overloaded according to the National Electrical Code and all wire used shall be fused to adequately protect that wire according to the Code referred to. C. The Contractor shall provide all temporary lines and connections from existing sources of water as required for the work. The Contractor is responsible for proper drainage of water used. D. The Contractor shall fumish all temporary wiring, piping connections and other apparatus that is needed to operate the utilities and shall remove all evidence of same when work is complete. E. The Contractor is responsible for obtaining and paying for all utilities that he requires at the project site. 7 . STAGING. STOCKPILE AND SPOIL AREAS The staging area(s) depicted on the plans shall be used to house the Contractor's and Resident Project Representative's Inspector's offices and to store all idle equipment, supplies and construction materials (other than bulk materials such as aggregate, sand and soil). The Contractor may erect and maintain throughout the life of this contract, at his expense, a six-foot high fence of chain link fabric around the perimeter of each staging area used. He may also install vehicle and pedestrian gates as necessary to provide adequate ingress/egress. Additionally, the perimeter of any staging area which abuts an active operation pavement shall be marked with yellow flashing barricades no more than 50 feet apart. Upon completion of all work, remove all construction fencing and barricades from the project site. The Contractor's vehicles, equipment and materials shall be stored in the area dE~signated on the plans. Upon completion of the work, the storage area shall be cllsaned up and returned to its original condition to the satisfaction of the Owner. PE~rsonal services will not be permitted beyond the Contractor's parking area. Drivers of vehicles being operated beyond this area shall be subject to loss of permission to enter the construction site. Equipment not in use during construction, nights and/or holidays will be parked in the Contractor's staging area. Exceptions will only be approved by the Engineer when absolutely necessary. Parking of construction workers' private vehicles shall also be within the staging area construction fence. IV-41 Stockpile areas shall be used to store all bulk materials needed for the project and may or may not be fenced at the Contractor's option. However, yellow flashing barricades shall be installed where potential conflicts with air or ground vehicular traffic might occur. Separate stockpiles shall be created for the project construction. Separate stockpiles shall be created for structural soil and topsoil. Stockpiles shall not penetrate the FAR Part 77 imaginary surfaces. A.II other waste material, including rubble and debris, shall be removed from the Airport at the Contractor's expense. No stockpile areas to store all bulk materials for the project are provided. All material removed by excavation, such as concrete, asphalt or limerock, will be transported off the Airport limits when it is taken up. It will not be stockpiled on Airport property. The Contractor shall provide all necessary temporary environmental controls as directed by the Engineer (including, but not limited to: hay bales, siltation fence, etc.) to protect the environment from erosion of any stockpile areas. The cost for these temporary environmental controls shall be considered incidental to the project. IV-42 SPECIAL PROVISION NO.1 0 DEWATERING Dewatering operations and any permits necessary to complete any portion of this project, including, but not limited to, trench excavation, backfill, installation of edge light fixtures, junction boxes, conduit and the installation of new cables in existing ducts shall be considered incidental to the bid item for which de-watering may be necessary. No separate payment will be made for the cost of dewatering. IV-43 SPECIAL PROVISION NO. 11 PRECEDENCE OF DOCUMENTS 1 . GENERAL. The Bid Documents, Contract, Special Provisions, General Provisions, Specifications, Plans and all referenced Standards cited in these documents are essential parts of the contract requirements. A requirement occurring in one is as binding as though occurring in all. They are intended to be complementary to describe and provide for a complete work. 2. ORDER OF PRECEDENCE. In case of conflicts within the above mentioned documents, the order of precedence shall be as follows: A. Bid Documents (Division I)(including any and all Addenda) B. Contract (Division II) C. Special Provisions (Division IV) D. Technical Specifications (Division V) E. General Provisions (Division III) F. Plans (large scale detail drawings over smaller scale general drawings) IV-44 SPECIAL PROVISION NO. 12 FINAL PAY REQUESTS AND RELATED FORMS In addit~on to the requirements for payments (Partial and Final) stipulated in General Provisions (Division III) Section 90 "MEASUREMENT AND PAYMENT" and in Special Provision No.1 "PROJECT GENERAL REQUIREMENTS" Section 25 (Division IV). All pay rE~quests shall be prepared by the Contractor within the time frames stipulated in the County Procedures unless otherwise approved by the Engineer and Owner. Pay Requests shall be submitted in one (1) original and one (1) copy (to the Engineer) unless otherwis,e instructed by the Engineer. IV-45 CHANGE ORDER AlA DOCUMENT G701 OWNER ARCHITECT CONTRACTOR FIELD OTHER o o o o o PROJECT: (name, address) CHANGE ORDER NUMBER: DATE: ARCHITECT'S PROJECT NO: CONTRACT DATE: CONTRACT FOR: TO CONTRACTOR: (name, address) The Contract is changed as follows: Not valid until signed by the Owner, Architect and Contractor. The original (Contracl Sum) (Guaranteed Maximum Price) was . . . . . . . . . . . . . . . . S Nel change by previously aUlhorized Change Orders . . . . . . . . . . . . . . . . . . . . . . . . . . . S The (Contract Sum) (Guaranteed Maximum Price) prior (0 lhis Change Order was. . . . . . . . . . S The (Contracl Sum) (Guaranleed Maximum Price) will be (increased) (decreased) (unchanged) by lhis Change Order in lhe amount of . . . S The new (Contracl Sum) (Guaranleed Maximum Price) including lhis Change Order will be S The Contracl Time will be (increased) (decreased) (unchanged) by The dale of Subslamial Complelion as of lhe dale of lhis Change Order lherefore is ) UJ\.s NOTE Th" SlIll1ll1df\ docs nm fetlce! ch:mge; 111 thc ContfdC[ Sum. CotHr;rC[ Timc Of (;lIdfdntCl"lJ ~IaXltl1l1m Priec \Yhiel1hd\.c heell Cllll!Hlf1/.ed 11\ ConSlfUction Ch;mgc Direc[l\e ARCH ITECT CONTRACTOR OWNER Address Address Address BY BY BY DATE DATE DATE :3':'~ , .-.,... I. - -: '~I a .is ~ :~ .....;~;-... .....1 :..' __I , \ ~ . .. : ..: .~~ I"'"':"': :: ;; ~ '/hich :-'3S .his .:::ution ". '. I . _-~... .1 :: i~:-: ~ r '-,'::.: . ; I ~ '::: :.:::...:.; ~.:; . ..' -<; :: ~- ,-:':;' v :> c c ~ { '.'J t1 en;.:: :: :'~ r:; ~ r: -:: AlA DOCUMENT G701 . CHANGE ORDER . 19H"7 EDITION . AlA" . @19H"7 . THE AMERICAN INSTITl.TE llF ARCHITECTS. I ~.~~ NEW YORK AVE.. NW. WASHINGTON. D'<: 2tMMlh G701-1987 WARNING: Unlicensed photocopying violates U.S. copyright laws and Is &ubjectto legal prosecution. ~ERTIFICATEOF SUBSTANTIAL COMPLETION AlA DOCUMENT G704 ()\\' ~ 1-:1 ( ,\I(C1IITECT CONTI~ACTOI~ FIELD OTHER u o o o o (Instructions on reverse side) PROJECT: PROJECT NO.: (.\"011I(' (Iud "delr"ss) CONTRACT foOR: CONTRACT DATE: TO OWNER: TO CONTRACTOR: (.\"((111(' (utcladd,-('.'".,') (,\"lIlIlI.' tllld ,It lei,.,........:;) DATE OF ISSUANCE: PROJECT OR DESIGNATED PORTION SHALL INCLUDE: The \X'ork performed under this Comr.lct h:ls been re\'iewed :lnd found. to the Architect's best knowledge. inform:ltioll and belief. to be subst:lnti:llly complete. Subsunti:ll Completion is the st:lge in the progress of the Work when the Work or designated portion thereof is sufficiently complete in :lccord:lnce with the Comr:lct Documents so the Owner C:ln occupy or uti1i'ze the Work for its intended use, The d:lte of'Subst:lmial Completion of the Project or portion thereof design:lted abo\"(: is hereby estahlished :IS which is also the dal:e of commencement of :lpplic:lble warr:Inties required by the COntf'JCt Documents. except :IS st:ltC:u helow: A list of items to he completed or corrected is attached hereto. The f:lilure to include :lny items on such list does not alter the rcspon- sihilit\' of the ComractOr to complete :lll Work in accordance with the COntr:J.Ct Documents. ARCHITECT BY DATE The COl1(r3CtOr will complete or correct the Work on the list of items 3H:1ched hereto "'ithin the :lbo\'e date of SubSt3nti31 Completion. d3Ys from CO~TR,-\CTOR BY DATE The O"'ner accepts the \'fork or design3ted portion thereof 3S substami:llly complete :lnd will assume full possession thereof :It (time) on (d:lte). OW~ER BY DATE The responsihilities of the Owner :lnd the Comr:J.Clor for security. m:linten3nce. he:lt. utilities. d3l11:1gc to the \X'ork and insurance sh:lll he :IS follows: (.\"ole-( )1t'lIer"s alld C(JlIlr{I(.UJr's 1L'.f!,al aud ill.'\lIrOIlCL' counsel ,,/JOIII" detenJ/iJ1e alld rel'it.u' ;IISIII"(III("(' 1"('(/lIir(#III{'JlIS lI11d ClJl'('rllge.) -1 .... ,'-" .....1. ....-..,1. ._' '. ...."::1 ~J ~1!iP;.q ~~,~~: AlA DOCU.MENT G704 . UJ(T1F1(~\:rE or "1.Il,T\:->TIII. U ).\II'1.ETIO~ . I'N! 1:I1ITI()~ . \1\' 0 ')I')').! 0 TilE \.\11:.1(1(..\:"\ 1\"',:nT('TF tlF .\R.CIIITECTS. I-~; ,I:". Yl)IU, .\\'F:"I"!:. \\\'.. \\'.\:-;IIL,t;Ttl',: Il.t: .!IMIOh.";.!').! WARNING: Unlicensed photocopying violates U.S. copyright laws and will subiecllhe violator to legal prosecullon. IV-46 G704-1992 Contractor's Affidavit of Payment of Debts and Claims OWNER ARCHITECT CONTRACTOR SURETY OTHER [ ] [ ] [ ] [ ] [ ] AlA Document G706 - Electronic Format THIS DOCUMENT HAS IMPORTANT LEGAL CONSEQUENCES; CONSULTATION WITH AN A TIORNEY IS ENCOURAGED WITH RESPECT TO ITS COMPLETION OR MODIFICATION. AUTHENTICATION OF THIS ELECTRONICALLY DRAFTED AlA DOCUMENT MAY BE MADE BY USING AlA DOCUMENT 040 I. TO OWNER: (Name and address) ARCHITECTS PROJECT NO.: CONTRACT FOR: PROJECT: (Name and address) CONTRACT DATED: STATE OF: COUNTY OF: The undersigned he:reby certifies that, except as listed below, payment has been made in full and all obligations have otherwise been satisfied for all materials and equipment furnished, for all work, labor, and services performed, and for all known indebtedness and claims against the Contractor for damages arising in any manner in connection with the performance of the Contract referenced above for which th,e Owner or Owner's property might in any way be held responsible or encumbered. against any property of the Owner arising in any manner out of the performance of the Contract referenced above: EXCEPTIONS: SUPPORTING DOCUMENTS ATTACHED HERETO: Subcontractors and material and equipment suppliers, to the extent required by the Owner, accompanied by a list thereof. 1. Consent of Surety to Final Payment. Whenever Surety is involved, Consent of Surety is required. AlA Document G707, Consent of Surety, may be used for this purpose. 3. Contractor's Affidavit of Release of Liens (AlA Document G706A). Indicate attachment: [ ] yes [ ] no The following supporting documents should be attached hereto if required by the Owner: CONTRACTOR: (Name and address) 1. Contractor's Release or Waiver of Liens, conditional upon receipt of final payment. BY: (Signature of authorized representative) 2. Separate Relc~ases or Waivers of Liens from (Printed name and title) AlA DOCUMENT G706 - CONTRACTOR'S AFFIDAVIT OF PAYMENT OF DEBTS AND CLAIMS- 1994 EDITION - AlA - COPYRIGHT 1994 _ THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVENUE N.W., WASHINGTON D.C 20006-5292.. WARNING; Unlicensed photocopying violates U.S. copyright laws and is subject to legal prosecution. This document was electronically produced with permission of the AlA and can be reproduced without violation until the date of expiration as noted below. Electronic Format G706 - 1994 User Document G706.CON -- 11/13/1997. AlA License Number 68235, which expires on 10/31/1998 -- Page #1 Notary Public: Subscribed and sworn to before me on this date: My Commission Expires: AlA DOCUMENT 0706 - CONTRACTOR'S AFFIDAVIT OF PAYMENT OF DEBTS AND CLAIMS- 1994 EDITION - AlA - COPYRIGHT 1994 - THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVENUE N.W., WASHINGTON D.C 20006-5292.. WARNING; Unlicensed photocopying violates U.S. copyright I!aws and is subject to legal prosecution. This document was electronically produced with permission of the AlA and can be reproduced without violation until the date of expiration as noted below. Electronic Format G706 - 1994 User Document: G706.CON - 11/13/1997. AlA License Number 68235, which expires on 10/31/1998 - Page #2 Contractor's Affidavit of Release of Liens OWNER ARCHITECT CONTRACTOR SURETY OTHER [ ] [ ] [ ] [ ] [ ] AlA Document G706A - Electronic Format THIS DOCUMENT HAS IMPORTANT LEGAL CONSEQUENCES; CONSULTATION WITH AN ATTORNEY IS ENCOURAGED WITH RESPECT TO ITS COMPLETION OR MODIFICATION. AUTHENTICATION OF THIS ELECTRONICALLY DRAFTED AlA DOCUMENT MAY BE MADE BY USING AlA DOCUMENT 040 I. TO OWNER: (Name and address) ARCHITECT'S PROJECT NO.: CONTRACT FOR: PROJECT: (Name and address) CONTRACT DATED: STATE OF: COUNTY OF: The undersigned he:reby certifies that to the best of the undersigned's knowledge, information and belief, except as listed below, the Releases or Waiver::; of Lien attached hereto include the Contractor, all Subcontractors, all suppliers of materials and equipment, and all performers of Work, labor or services who have or may have liens or encumbrances or the right to assert liens or encumbrances against any property of the Owner arising in any manner out of the performance of the Contract referenced above: EXCEPTIONS: SUPPORTING DOCUMENTS AITACHED HERETO: CONTRACTOR: . (Name and address) 1. Contractor's Release or Waiver of Liens, conditional upon receipt of fmal payment. 2. Separate Relc:ases or Waivers of Liens from Subcontractors and material and equipment suppliers, to the extent required by the Owner, accompanied by a list thereof. BY: (Signature of authorized representative) (Printed name and title) Subscribed and sworn to before me on this date: Notary Public: My Commission Expires: AlA DOCUMENT G706A . CONTRACTOR'S AFFIDAVIT OF RELEASE OF LIENS . 1994 EDITION - AlA - COPYRIGHT 1994 _ THE AMERICAN INSTITUTE OF ARCHITECTS, 1735 NEW YORK AVENUE N.W., WASHINGTON D.C 20006-5292.. WARNING; Unlicensed photocopying violates U.S. copyright laws and is subject to legal prosecution. This document was electronically produced with permission of the AlA and can be reproduced without violation until the date of expiration as noted below. Electronic Format G706A - 1994 User Document: G706A.CON -11/13/1997. AlA License Number 68235, which expires on 10/31/1998 -- Page #1 Consent of Surety to Final Payment AlA Document G707 - Electronic Format OWNER ARCHITECT CONTRACTOR SURETY OTHER [ ] [ ] [ ] [ ] [ ] THIS DOCUMENT HAS IMPORTANT LEGAL CONSEQUENCES; CONSULTATION WITH AN ATTORNEY IS ENCOURAGED WITH RESPECT TO ITS COMPLETION OR MODIFICATION. AUTHENTICATION OF THIS ELECTRONICALLY DRAFTED AlA DOCUMENT MAYBE MADE BY USING AlA DOCUMENT 040 I. TO OWNER: (Name and address) ARCHITECT'S PROJECT NO.: PROJECT: (Name and address) CONTRACT FOR: CONTRACT DATED: In accordance With the provIsions ot the Contract between the Uwner and the Contractor as indicated above, the (Insert name and address of Surety) on bond of (Insert name and address of Contractor) , SURETY, ,CONTRACTOR, hereby approves of the fmal payment to the Contractor, and agrees that final payment to the Contractor shall not relieve the Surety of any of its obligations to (Insert name and address of Owner) as set forth in said Surety's bond. , OWNER, IN WITNESS WHEREOF, the Surety has hereunto set its hand on this date: (Insert in writing the month followed by the numeric date and year.) (Surety) Attest: (Seal): (Signature of authorized representative) (Printed name and tit/e) AlA DOCUMENT 070'7 - CONTRACTOR'S CONSET OF SUREYT TO FINAL PAYMENT - 1994 EDITION - AlA - COPYRIGHT 1994 - THE AMERICAN INSTITUTE OF ARCHlITECTS, 1735 NEW YORK AVENUE N.W., WASHINGTON D.C 20006-5292.. WARNING; Unlicensed photocopying violates U.S. copyright laws and is subject to legal prosecution. This document was electronically produced with pennission of the AlA and can be reproduced without violation until the date of expiration as noted below. Electronic Format G707 - 1994 User Document: G707.CON - 11/13/1997. AlA License Number 68235, which expires on 10/31/1998 -- Page #1 TECHNICAL SPECIFICATIONS TABLE OF CONTENTS Technical Specifications SECTION TITLE DOCUMENT PAGES P-101 Mobilization P-101-1 thru P-101-1 P-150 Asphalt and Concrete Pavement Milling P-150-1 thru P-150-2 P-151 Clearing and Grubbing P-151-1 thru P-151-3 P-152 Excavation & Embankment P-152-1 thru P-152-8 P-156 Temporary Air and Water Pollution, P-156-1 thru P-156-3 Soil Erosion, and Siltation Control P-211 Limerock Base Course P-211-1 thruP-211-5 P -40 I Plant Mix and Bituminous Pavements P-40 1-1 thru P-40 1-25 P-602 Bituminous Prime Coat P-602-1 thru P-602-4 P-603 Bituminous Tack Coat P-603-1 thru P-603-3 P-620 Runway and Taxiway Painting P-620-1 thru P-620-7 0-750 Trench Drains 0-750-1 thru 0-750-1 L-I08 Installation of Underground Cable for Airports L-108-1 thru L-I08-7 L-I1 0 Installation of Airport Underground Electrical Duct L-llO-1 thru L-I10-5 L-125 Installation of Airport Lighting Systems L-125-1 thru L-125-4 L-853 Taxiway Retroreflective Marker L-853-1 thru L-853-8 S-580 Landscaping S-580-1 thru S-580-5 Marathon Airport April, 1998 N.\DEIDRES\MARA THON\TBLCNTS. WPD N\DEIDRES\MARA THON\TBLCNTSWPD TC-l ITEM P-I0l - MOBILIZATION DESCRIPTION 101-1.1 The work specified in this item shall consist of the preparatory work and operations in mobilizing for beginning work on the Project, including, but not limited to, those operations necessary for the movement of personnel, equipment, supplies and incidentals to the Project Site, and for the establishment of temporary offices, building facilities, utilities, safety equipment and first aid supplies, sanitary and other facilities, as required by these Specifications, and State and local laws and regulations. The costs of bonds and any required insurance and other preconstruction expense necessary for the start of the work, excluding the cost of construction materials, shall also be included in this Section. . 101-2 BASIS OF PAYMENT 101-2.1 The work and incidental costs covered under this item will be paid for at the Contract lump sum priC{: for the item of Mobilization. Payment shall be made under: It,em P-I01-2.1 Mobilization -- per lump sum Partial payments will be made therefore in accordance with the following: PERCENT OF ORIGINAL CONTRACT AMOUNT EARNED ALLOW ABLE PERCENT OF THE LUMP SUM PRICE FOR THE ITEM 1< 5% 10% 25% 50% 25% 50% 75% 100% 1< Partial payments for any project will be limited to ten percent (10%) of the original Contract amount tor that project. Any remaining amount will be paid upon completion of all work on the Project. The standard retainage, as herein specified will be applied to these allowances. Partial payments made on this itc~m shall in nO' way act to preclude or limit any of the provisions for partial payments otherwise provided for by the Contract. END OF ITEM P-I0l Marathon Airport P-IOI-1 April, 1998 N:\DEIDRESIMARA ruONlP.IOI. WP6 P-150 ASPHALT AND CONCRETE PAVEMENT MILLING DESCRIPTION 150-1.1 The work specified in this Section shall consist of the milling of the surfaces of existing asphalt or Portland cement concrete pavements to provide a rough textured surface for bonding of proposed asphalt overlays, and the removal of existing asphalt and concrete pavement to a measured depth, as shown on the Plans or as directed by the Architect/Engineer. Additional over-cutting may be directed by the Architect/Engineer in areas of pavement damage. CONSTRUCTION METHODS 150-2.1 GENERAL. The existing pavement shall be milled and removed to the depths and dimensions shown on the Plans. The resulting surface shall maintain the proposed grade and cross slope as shown on the Plans, and it shall be textured so as to provide a sound mechanical bonding surface for the new asphalt overlays. The milling operation shall be performed so as to minimize the amount of dust emitted by the machine. Pre-wetting of the pavement immediately ahead of the operation shall be provided, using a separate, self-propelled, watering vehicle. All dust and debris shall be removed immediately following the milling operation, using self-contained sweepers. All materials removed by this operation shall be promptly loaded and transported by the Contractor to designated disposal areas. Equipment operations will be confined to areas as shown on the Staging Plans and/or as directed by the Architect/Engineer. 150-2.2 GRADE CONTROL. Grade control within the pavement areas shall be referenced from the existing pavement or from grade lines and elevations shown on the Plans or as directed by the Architect/Engineer in the field. Tolerance for over-cutting shall be within 1/4" (6mm) of the specified grade. 150-2.3 EQUIPMENT. The milling equipment shall be self-propelled heavy duty units capable of maintaining depth of cut and cross slope to achieve the results specified herein and as depicted on the Plans without the application of heat to the pavement surfaces. The equipment used shall be capable of milling a constant one inch (25mm) depth of cut at the rate of2,000 square yards (1675 sq. m) per hour at normal operating speed. The milling equipment shall be equipped with an effective waste pick up and removal device integral with the unit and it shall be equipped with positive means to limit the amount of dust escaping from the removal operation. The milling equipment used for this project shall be equipped with automatic grade control devices capable of maintaining depth of cut. The control system shall be automatically actuated from either a reference line or surface through a system of mechanical sensors or sensor-directed mechanisms which wiH maintain the depth of cut and maintain a predetermined transverse slope. The controls shall be capable of working in conjunction with any of the following attachments: a. Adjustable length ski-type device of up to thirty (30) feet (9 m) in length. Marathon Airport P-150-1 April, 1998 N\DEIDRESIMARA THONlP.I50 WP6 b. Taut string line (wire) pre-set to grade. c. Short ski or shoe. The control systems or devices shall be capable of being operated on both sides of the equipment simultaneously. The pre-wetting equipment provided shall be self-propelled tank units with sufficient capability to provide continuous full coverage watering immediately ahead of the milling operation at all times. The final dean-up sweepers shall be large, highway type, self-propelled units with integral self- contained storage tanks capable of effectively and rapidly cleaning and containing and transporting waste from the expanse of pavements milled or otherwise covered with debris from milling operations. 150-2.4 PROTECTION OF MILLED PAVEMENT SERVICES. The milling operations shall progress immediately ahead of the asphalt paving operation such that a minimum of over-cut area will be exposed to aircraft and vehicular traffic until the new asphalt surface course has been applied. 150-2.5 HAUL AND CLEANUP. Hauling and cleanup will be a necessary and incidental part of the work and its cost shall be included in the Contract Unit Price Bid for the pay items of work involved. METHOD OF MEASUREMENT 150-3.1 The measurement of pavement milling for payment shall be the number of square yards (meters) of existing asphalt or concrete pavement milled to the various depths completed and accepted as shown on the Plans or as directed by the Architect/Engineer. BASIS OF PAYMENT 150-4.1 Payment shall be made at the Contract Unit Prices Bid, per square yard (meters), for asphalt or P.C. concrete Pavement Milling, of the various depths, which prices and payments shall be full compensation for furnishing all labor, materials, equipment, processes, tools and any incidentals necessary to complete the work under this Section. Payment shall be made under: Item P-150-4.1 Asphalt Pavement Milling (0" to 2") -- per square yard. END OF SECTION Marathon Airport P-150-2 April, 1998 N :\DEIDRES\MARA THONlP-I50WP6 P-151 CLEARING AND GRUBBING DESCRIPTION 151-1.1 The work specified in this section consists of the clearing, grubbing, demolition, removal (md disposal of all material and debris, for the areas designated on the Plans or as directed by the Architect/Engineer. 151-2 CONSTRUCTION METHODS 151-2.1 The areas shown on the Plans to be cleared, grubbed and demolished under this Section shall be staked by the Contractor and approved by the Architect/Engineer before work begins. The clearing, grubbing and demolition shall be done well in advance of grading, stripping or other operations as approved by the ArchitectlEngineer. All materials and debris, except for material to be salvaged for the airport's use as specified below, obtained from the clearing, grubbing and demolition operations shall be removed and legally disposed of by the Contractor in commercial disposal areas. The Contractor shall not burn, or otherwise dispose of any unsalvageable materials or debris anywhere within the Airport property. All removed limerock and soil, including organic soil materials, shall be salvaged for the airport's future use and shall be stockpiled in areas shown on the Plans or as directed by the Architect/Engineer. The Contractor shall provide disposal areas outside of the airport property limits for the disposal of materials not intended for salvage for the airport's use. If the Contractor intends to use a private disposal area, he shall obtain and file with the Architect/Engineer, the property owner's written permission, for the use of such property. Whenever any above or below ground communications facility, pipeline, conduit, sewer, drain, or any other utility not depicted on the Plans is encountered which must be either removed or relocated, the Contractor shall promptly advise the Architect/Engineer of this condition, who will then either order the Contractor to proceed with the necessary Extra Work, and payment therefore will be made under a Change Order in accordance with the requirements of the General Conditions, or he will notify the proper local authority or owner to secure remedial action. All trees tagged by the Airport Manager or his representative (County Biologist) shall be preserved in place during clearing,and grubbing operations. Plant specimens so preserved shall be relocated within the hammock area as directed by the Airport Manager. 151-2.2 CLEARING AND GRUBBING. Clearing and grubbing shall consist of clearing the surface of the ground, canal banks and bottom of canals of all trees, stumps, roots, matted roots, down timber or wood, logs, snags, boulders, unsuitable soil, silt, brush, undergrowth, underwater growth, hedges, and heavy growth of grass or weeds and the proper disposal of such materials. Marathon Airport P-151-1 April, 1998 N\DEIDRESIMARA THON\P-151 WP6 The Contractor may dispose of the trees and foliage by chipping, mulching and spreading the chips and mulch uniformly over the clearing and grubbing area; or by removal and disposal of at a legal dump site. The contractor shall conduct his clearing and grubbing operation to prevent damage to marked trees within the clearing and grubbing area. The marked trees existing within the site shall be relocated and maintained following the completion of the relocation work. Tree relocation shall be in accordance with the requirements of Specification Section S-580 - Landscaping. Any existing trees destroyed or severely damaged by the clearing, grubbing and relocation operations, shall be replaced by new trees furnished and planted in the relocation area by the Contractor. All such replacement trees shall be of like size, species and health as the destroyed or damaged tree. Exotic tree specimen removed shall be disposed of by the Contractor. The Contractor charges for marked tree relocation and maintenance shall be included in the unit price bid for tree relocation. 151-2.3 DEMOLITION OF STRUCTURES. Demolition shall consist of the removal and disposal from the site of fences, gates, buildings, abandoned materials, construction debris, curbs, gutters, sidewalks, headers, retaining walls, asphalt and concrete pavements, above and below ground structures and utilities, foundations, foundation cut off, drainage or utility structures and pipes or other appurtenances, utility poles, general debris, clean-up, and rubbish of any nature. The work shall also include utility modifications, utility disconnects, cut and patch walls and slabs in structures to remain as required, all in conduction with the removal of buildings and structures under this Section. 151-2.4 BACKFILLING. Any holes or openings remaining in the sub grade or existing pavement shall be backfilled with acceptable materials and properly compacted, as specified in these Technical Specifications. All holes remaining after the grubbing and demolition operation within embankment areas is completed, shall have the sides broken down to flatten out the slopes, backfilled with suitable backfill material, and compacted as required in these Technical Specifications. The same construction procedure shall be applied to all holes located within excavation areas and remaining after grubbing and demolition is completed, where the depth of holes exceeds the depth of the proposed excavation. 151-2.5 DEMOLITION OF PAVEMENT. In paved areas to be demolished the bituminous or concrete pavement materials shall be scarified and/or broken into pieces, using approved equipment and shall be removed and disposed of in accordance with legal and proper disposal methods. To avoid damaging existing underground utilities, the use of drop hammers or wrecker balls to break Portland Cement (P.c.) concrete pavement slabs will not be permitted. For the removal of Portland Cement concrete pavement slab(s), the Contractor shall saw cut the slab, to its full depth, along the peripheral lines ofthe proposed removal limits using approved mechanical saws, prior to breaking or lifting the portions(s) of the pavement slab to be removed. Marathon Airport P-151-2 April, 1998 N\DElDRES\MARA THON\P-151. WP6 All existing dowels and deformed bars shall be sawed off at the interface of the removal limits. Concrete shall be sawed for full depth of concrete slab at joints. Oversawing into the adjacent concrete pavement is not permitted. Oversawing is permitted only into the existing joints of the adjacent slabs for the absolute minimum distance required to saw full depth of the concrete slab to be removed. The Contractor shall take extreme caution to avoid any damage to the adjacent existing concrete panels which are to remain. Edges and comers are of particular importance. Damage which occurs due to the removal of the adjacent slab may result in the complete replacement of the damaged panel at the sole discretion of the Engineer. All costs associated with repairs as a result of damage shall be incurred by the Contractor at no cost to the Owner. The use of a dowel bar installation device (wire cage or basket) and the method of anchoring into position shall be approve by the Engineer. The thickness of pavement shown in the plans is the thickness found which was determined by project related geotechnical investigation and is the best information available. The thickness may deviate from the conditions actually found in the field and the Contractor shall take this information into consideration when removing the pavement. The Contractor shall submit a detailed plan and description of his proposed concrete panel removal methods for review by the Engineer. Should the removal methods result in damage to adjacent concrete panels as noted above the Contractor shall make adjustments to his operations or develop an alternate method of removal which shall be reviewed the Engineer. No additional removal shall be allowed until the Contractor has developed a plan which is found to be acceptable and results in no damage to the adjacent concrete panels. 151-3 METHOD OF MEASUREMENT 151-3.1 Measurement of demolition of pavements for payment shall be the number of square yards (meters) of asphalt and concrete pavement actually demolished and accepted by the AlE. Thickened concrete pavement edges shall not be measured separately. 151-3.2 Engineer. The quantities of clearing and grubbing as shown on the plans or as ordered by the 151-4 BASIS OF PAYMENT .' 151-4.1 Payment for the quantities of demolition of pavements measured as described above shall be made at the Contract Unit Prices Bid for Removal of Asphalt or Concrete Pavement which prices and payment shall be full compensation for furnishing all labor, materials, equipment, processes, tools and incidentals necessary to complete the work under this Section. Marathon Airport P-l51-3 April, 1998 NIDEIDRESlMARA THONlP-151. WP6 151-4.2 Payment shall be made per lump sum for clearing and grubbing. This price shall be full compensation for furnishing all material and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment shall be made under: Item No. P-151-4.1 Removal of Existing Pavement -- per square yard Item No. P-151-4.2 Clearing and Grubbing -- per lump sum END OF ITEM P-151 Marathon Airport P-151-4 April, 1998 N IOEIDRES\MARA THONlP-151. WP6 ITEM P-152 EXCA VA TION 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 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 section(s) 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 the following items. 152-1.3 Unsuitable Excavation. Any material containing vegetable or organic matter, such as muck, peat, organic silt, or sod shall be considered unsuitable for use in embankment construction. Material, when approved by the Engineer as suitable to support vegetation, may be used on the embankment slope. CONSTRUCTION METHODS 152-2.1 General. Before beginning excavation, grading, and embankment operations in any area, the area shall be completely cleared and grubbed, if necessary, in accordance with Item P-151. The suitability of material to be placed in embankments shall be subject to approval by the Engineer. All unsuitable material shall be disposed of in waste areas shown on the plans. All waste areas shall be graded to allow positive drainage of the area and of adjacent areas. The surface elevation of waste areas shall not extend above the surface elevation of adjacent usable areas of the airport, unless specified on the plans or approved by the Engineer. When the Contractor's excavating operations encounter artifacts of historical or archaeological significance, the operations shall be temporarily discontinued. At the direction of the Engineer, 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. Those areas outside of the pavement areas in which the top layer of soil material has become compacted, by hauling or other activities of the Contractor shall be scarified and disked to a depth of 4 inches (100 mm), in order to loosen and pulverize the soil. Ifit 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 Engineer, who shall arrange for their removal if necessary. The Contractor shall, at his/her own expense, satisfactorily repair or pay the cost of all damage to such Marathon AiI1Jort P-152-1 April, 1998 NIDE I DRESIMARA TIlONIP-15l. WP5 facilities or structures which may result from any of the Contractor's operations during the period of the contract. 152-2.2 EXCA VA TION. No excavation shall be started until the work has been staked out by the Contractor and the Engineer has obtained elevations and measurements of the ground surface. All suitable excavated material shall be used in the formation of embankment, subgrade, or for other purposes shown on the plans. All unsuitable material shall be disposed of as shown on the plans. When the volume of the excavation exceeds that required to construct the embankments to the grades indicated, the excess shall be used to grade the areas of ultimate development or disposed of as directed. When the volume of excavation is not sufficient for constructing the fill to the grades indicated, the deficiency shall be obtained from borrow areas. The grade shall be maintained so that the surface is well drained at all times. When necessary, temporary drains and drainage ditches shall be installed to intercept or divert surface water which may affect the work. a. Selective Grading. When selective grading is indicated on the plans, the more suitable material as designated by the Engineer 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 so that it can be measured for payment for rehandling as specified in paragraph 3.3. b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material unsatisfactory for safety areas, subgrades, roads, shoulders, or any areas intended for turfing shall be excavated to a minimum depth of 12 inches (300 mm), or to the depth specified by the Engineer, below the sub grade. Muck, 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 refilled with suitable material obtained from the grading operations or borrow areas and compacted to specified densities. The necessary refilling will constitute a part of the embankment. Where rock cuts are made and refilled with selected material, any pockets created in the rock surface shall be drained in accordance with the details shown on the plans. c. Overbreak. Overbreak, including slides, is that portion of any material displaced or loosened beyond the finished work as planned or authorized by the Engineer. The Engineer shall determine if the displacement of such material was unavoidable and his/her decision shall be final. Alloverbreak shall be graded or removeo by the Contractor and disposed of as directed; however, payment will not be made for the removal and disposal of overbreak which the Engineer determines as avoidable. Unavoidable overbreak 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 someone other than the Contractor, e.g., the utility unless otherwise shown on the plans. All existing foundations shall be excavated for at least 2 feet Marathon Airport P-152-2 April, 1998 N:IDEIDRESIMARA THON\P.152WP5 (60 cm) below the top of subgrade or as indicated on the plans, and the material disposed of as directed. All foundations thus excavated shall be backfilled with suitable material and compacted as specified herein. e. Compaction Requirements. The subgrade under areas to be paved shall be compacted to a depth of 6" and to a density of not less than 95 percent of the maximum density as determined by ASTM D 1557. The in-place field density shall be determined in accordance with ASTM D 1556 or ASTM D 2167. Stones or rock fragments larger than 4 inches (l00 mm) in their greatest dimension will not be permitted in top 6 inches (150 mm) of the subgrade. The finished grading operations, conforming to the typical cross section, shall be completed and maintained at least 1,000 feet (300 m) ahead of the paving operations or as directed by the Engineer. In cuts, all loose or protruding rocks on the back slopes shall be barred loose or otherwise removed to line of finished grade of slope. 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 Engineer. Blasting will not be permitted. 152-2.3 BORROW EXCA VA TION. Borrow area(s), when required, within the airport property are indicated on the plans. If not indicated on the plans, then borrow sources shall be outside the boundaries of the airport property. Borrow excavation shall be made only at these designated locations and within the horizontal and vertical limits as staked or as directed. When borrow sources are outside the boundaries of the airport property, it shall be the Contractor's responsibility to locate and obtain the supply, subject to the approval of the Engineer. The Contractor shall notify. the Engineer, at least IS days prior to beginning the excavation, so necessary measurements and tests can be made. All unsuitable material shall be disposed of by the Contractor. All borrow pits shall be opened up to expose the vertical face of various strata of acceptable material to enable obtaining a uniform product. Borrow pits shall be excavated to regular lines to permit accurate measurements, and they shall be drained and left in a neat, presentable condition with all slopes dressed uniformly. 152-2.4 DRAINAGE EXCAVATION. Drainage excavation shall consist of excavating for drainage ditches such as intercepting; inlet or outlet, for temporary levee construction; or for any other type as designed or as shown on the plans. The work shall be performed in the proper sequence with the other construction. All satisfactory material shall be placed in fills; unsuitable material shall be placed in waste areaS or as directed. Intercepting ditches shall be constructed prior to starting adjacent excavation operations. All necessary work shall be performed to secure a finish true to 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. Marathon Ail1'ort P-152-3 April, 1998 N\DE I DRESlMARA TIlONlP.152. WP5 152-2.5 PREPARATION OF EMBANKMENT AREA. Where an embankment is to be constructed to a height of 4 feet (120 cm) or less, all sod and vegetable matter shall be removed from the surface upon which the embankment is to be placed, and the cleared surface shall be completely broken up by plowing or scarifying to a minimum depth of 6 inches (150 mm). This area shall then be compacted as indicated in paragraph 2.6. When the height offill is greater than 4 feet (120 cm), sod not required to be removed shall be thoroughly disked and recompacted to the density of the surrounding ground before construction of embankment. Where embankments are to be placed on natural slopes steeper than 3 to I, horizontal benches shall be constructed as shown on the plans. 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. 152-2.6 FORMATION OF EMBANKMENTS. Embankments shall be formed in successive horizontal layers of not more than 8 inches (200 mm) in loose depth for the full width of the cross section, unless otherwise approved by the Engineer. The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil structure as shown on the typical cross section or as directed. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment. Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because ofrain., freezing, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope the embankment to provide proper surface drainage. The material in the layer shall be within +/-2 percent of optimum moisture content before rolling to obtain the prescribed compaction. In order to achieve a uniform moisture content throughout the layer, wetting or drying of the material and manipulation shall be required when necessary. Should the material be too wet to permit proper compaction or rolling, all work on all of the affected portions of the embankment shall be delayed until the material has dried to the required moisture content. Sprinkling of dry material to obtain the proper moisture content shall be done with approved equipment that will sufficiently distribute the water. Sufficient equipment to furnish the required water shall be available at all times. Samples of all embankment materials for testing, both before and after placement and compaction, will be taken for each 1000 cubic yards. Based on these tests, the Contractor shall make the necessary corrections and adjustments in methods, materials or moisture content in order to achieve the correct embankment density. Rolling operations shall be continued until the embankment is compacted to not less than 95 percent of maximum density for noncohesive soils, and 90 percent of maximum density for cohesive soils as determined by ASTM D 1557. Under all areas to be paved, the embankments shall be compacted to a depth of6" and to a density of not less than 95 percent of the maximum density as determined by ASTM D 1557. Marathon Airport P-152-4 April, 1998 ~\DEIDRES\MARA THON\P.I ~l.WP~ On all areas outside of the pavement areas, no compaction will be required on the top 4 inches (100 mm). The in-place field density shall be determined in accordance with ASTM D 1556 or ASTM D 2167. Compaction areas shall be kept separate, and no layer shall be covered by another until the proper density is obtained. During construction of the embankment, the Contractor shall route his/her equipment at all times, both when loaded and when empty, over the layers as they are placed and shall distribute the travel evenly over the entire width of the embankment. The equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or other chunky soil material will be broken up into small particles and become incorporated with the other material in the layer. In the construction of embankments, layer placement shall begin in the deepest portion of the fill; as placement progresses, layers shall be constructed approximately parallel to the finished pavement grade line. When rock and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portion of the embankment and the other material shall be incorporated under the future paved areas. Stones or fragmentary rock larger than 4 inches (100 mm) in their greatest dimensions will not be allowed in the top 6 inches (150 mm) of the subgrade. Rockfill shall be brought up in layers as specified or as directed and every effort shall be exerted to fill the voids with the finer material forming a dense, compact mass. Rock or boulders shall not be disposed of outside the excavation or embankment areas, except at places and in the manner designated by the Engineer. When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in layers of the prescribed thickness without crushing, pulverizing or further breaking down the pieces, such material may be placed in the embankment as directed in layers not exceeding 2 feet (60 cm) in thickness. Each layer shall be leveled and smoothed with suitable leveling equipment and by distribution of spalls and finer fragments of rock. These type lifts shall not be constructed above an elevation 4 feet (120 cm) below the finished subgrade. Density requirements will not apply to portions of embankments constructed of materials which cannot be tested in accordance with specified methods. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. There will be no separate measurement of payment for compacted embankment, and all costs incidental to placing in layers, compacting, disking, watering, mixing, sloping, and other necessary operations for construction of embankments will be included in the contract price for excavation, borrow, or other items. 152-2.7 FINISHING AND PROTECTION OF SUBGRADE. After the subgrade has been substantially completed the full width shall be conditioned by removing any soft or other unstable Marathon Airport P-152-5 April, 1998 ~\DEIDRES\MARA THON\P-152.WP5 material which will not compact properly. The resulting areas and all other low areas, holes or depressions shall be brought to grade with suitable select material. Scarifying, blading, rolling and other methods shall be performed to provide a thorougWy compacted subgrade shaped to the lines and grades shown on the plans. Grading of the subgrade shall be performed so that it will drain readily. The Contractor shall take all precautions necessary to protect the subgrade from damage. He/she shall limit hauling over the finished subgrade to that which is essential for construction purposes. All ruts or rough places that develop in a completed sub grade shall be smoothed and recompacted. No subbase, base, or surface course shall be placed on the subgrade until the subgrade has been approved by the Engineer. 152-2.8 HAUL. All hauling will be considered a necessary and incidental part of the work. Its cost shall be considered by the Contractor and included 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. 152-2.9 TOLERANCES. In those areas upon which a subbase or base course is to be placed, the top of the subgrade shall be of such smoothness that, when tested with a 16-foot (4.8 m) straightedge applied parallel and at right angles to the centerline, it shall not show any deviation in excess of II2-inch (12 mm), or shall not be more than 0.05-foot (.015 m) from true grade as established by grade hubs or pins. Any deviation in excess of these amounts shall be corrected by loosening, adding, or removing materials; reshaping; and recompacting by sprinkling and rolling. On safety areas, intermediate and other designated areas, the surface shall be of such smoothness that it will not vary more than 0.10 foot (0.03 m) from true grade as established by grade hubs. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping. 152-2.10 TOPSOIL. When topsoil is specified or required as shown on the plans or under Item T-905, it may be salvaged from stripping or other grading operations, if available. Otherwise it shall be obtained from off-site. The topsoil shall meet the requirements ofItem T -905. If, at the time of excavation or stripping, the topsoil cannot be placed in its proper and final section of finished construction, the material shall be stockpiled at approved locations. Stockpiles shall not be placed within 125 feet of runway pavement or 75 feet of taxiway pavement and shall not be placed on areas which subsequently will require any excavation or embankment. If, in the judgment of the Engineer, it is practical to place the salvaged topsoil at the time of excavation or stripping, the material shall be placed in its final positidn without stockpiling or further rehandling. Upon completion of grading operations, stockpiled topsoil shall be handled and placed as directed, or as required in Item T -905. METHOD OF MEASUREMENT Marathon Airport P-152-6 April, 1998 N :IDEIDRESIMARA TIlON\P.152. WP5 152-3.1 The quantity of 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. 152-3.2 For payment specified by the cubic yard (cubic meter), measurement for all excavation shall be computed by the average end area method. The end area is that bound by the original ground line established by field cross sections and the final theoretical pay line established by excavation cross sections shown on the plans, subject to verification by the Engineer. After completion of all excavation operations and prior to the placing of base or subbase material, the final excavation shall be verified by the Engineer by means offield cross sections taken randomly at intervals not exceeding 500 linear feet (150 meters). Existing material below the existing asphalt or concrete pavement (ie. Granular base, clay, sand, etc.) shall be removed to a depth as necessary to construct the new pavement section as indicated on the plans. Payment for excavation of this material shall be quantified and made per the pay item for unclassified excavation. Final field cross sections shall be employed if the following changes have been made: a. Plan width of embankments or excavations are changed by more than plus or minus 1.0 foot (0.3 meter); or b. Plan elevations of embankments or excavations are changed by more than plus or minus 0.5 foot (0.15 meter). BASIS OF PAYMENT 152-4.1 For "unclassified 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 Excavation -- per cubic yard Marathon Airport P-152-7 April, 1998 N:IDEIDRESIMARA rnONIP.152.WP5 ASTM D 698 ASTM D 1556 ASTM D 1557 ASTM D 2167 TESTING REQUIREMENTS Test for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures, Using 5.5-pound (2.49 kg) Rammer and 12-inch (305 mm) Drop Test for Density of Soil In Place by the Sand-Cone Method Test for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures, Using 10-pound (4.5 kg) Rammer and 18-inch (45 cm) Drop Test for Density and Unit Weight of Soil In Place by the Rubber BaHan Method. END OF ITEM P-152 Marathon Airport P-152-8 April, 1998 N :IDEIDRESIMARA TI-lON\P.152. WP5 ITEM P-156 TEMPORARY AIR AND WATER POLLUTION, SOIL EROSION, AND SILTATION CONTROL DESCRIPTION 156-1.1 This item shall consist of temporary control measures as shown on the plans or as ordered by the Engineer during the life of a contract to control water pollution, soil erosion, and siltation through the use of berms, dikes, dams, sediment basins, fiber mats, gravel, mulches, grasses, slope drains, and other erosion control devices or methods. 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. MA TERIALS 156-2.1 GRASS. Grass which will not compete with the grasses sown later for permanent cover shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a temporary cover. 156-2.2 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. 156-2.3 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. 156-2.4 SLOPE DRAINS. Slope drains may be constructed of pipe, fiber mats, rubble, portland cement concrete, bituminous concrete, or other materials that will adequately control erosion. 156-2.5 OTHER. All other materials shall meet commercial grade standards and shall be approved by the Engineer before being incorporated into the project. CONSTRUCTION REQUIREMENTS 156-3.1 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. The Engineer shall be responsible for assuring compliance to the extent that construction practices, construction operations, and construction work are involved. Marathon Airport P-211-1 April, 1998 N :\DEIDRES\MARA THON\P-156.FAA 156-3.2 SCHEDULE. Prior to the start of construction, the Contractor shall submit schedules for accomplishment of temporary and permanent erosion control work, as are applicable 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 Engineer. 156-3.3 AUTHORITY OF ENGINEER. The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing and grubbing, to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations, and to direct the Contractor to 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. 156-3.4 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 accepted schedule. 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 is likely to be a problem, clearing and grubbing operations should be scheduled and performed so that grading operations and permanent erosion control features can follow immediately thereafter if the project conditions permit; otherwise, temporary erosion control measures may be required between successive construction stages. The Engineer will 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 in accordance with the accepted schedule. Should seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible and justified. In the event that 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 are ordered by the Engineer, such work shall be performed by the Contractor at his/her own expense. The Engineer may incre'ase or decrease the area of erodible earth material to be exposed at one time as determined by analysis of project conditions. The erosion control features installed by the Contractor shall be acceptably maintained by the Contractor during the construction period. Marathon Airport P-211-2 April. 1998 N :\DEIDRES\MARA THON\P-l 56.FAA Whenever construction equipment must cross watercourses at frequent intervals, and such crossings will adversely affect the sediment levels, temporary structures should be provided. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and other harmful materials shall not be discharged into or near rivers, streams, and impoundments or into natural or manmade channels leading thereto. METHOD OF MEASUREMENT 156-4.1 There will be no separate measurement of the quantity of any temporary erosion or pollution control work performed for protection of construction areas including outside limits of construction 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 Contract. BASIS OF PAYMENT 156-5.1 There will be no separate payment for the quantity of any temporary erosion or pollution control work performed for protection of construction areas including outside limits of construction such as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites. The cost shall be included in the contract unit prices bid for the items to which they apply. 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. END OF ITEM P-156 Marathon Airport P-156-3 April, 1998 N :\DEIDRES\MARA THON\P-156.F AA ITEM P-211 LIME ROCK BASE COURSE DESCRIPTION 211-1.1 This item shall consist ofa base course composed oflime rock constructed on the prepared underlying course in accordance with these specifications and shall conform to the dimensions and typical cross section shown on the plans. MATERIALS 211-2.1 MATERIALS. The lime rock base course material shall consist of fossiliferous limestone of uniform quality, and shall not contain hard or flinty pieces which will cause a rough surface containing pits and pockets. The rock shall show no tendency to "air slake" or undergo chemical change when exposed to the weather. The material when watered and rolled shall be capable of being compacted into a dense and well-bonded base. The oolitic type of lime rock shall meet the following requirements: Carbonates of calcium and magnesium - not less than 70%. Oxides of iron and aluminum - not more than 2%. The combined amount of carbonates, oxides, and silica shall be at least 97%. The material shall be non-plastic. All other types oflime rock shall contain not less than 95% of carbonates of calcium and magnesium. Liquid limit shall not exceed 35, plasticity index shall not exceed 6, as determined in accordance with ASTM D 4318. The chemical analysis of lime rock shall consist of determining the insoluble silica, iron oxide, and alumina by solution of the sample in hydrochloric (HCl) acid, evaporating, dehydrating, redissolving the residue, and neutralizing with ammonium hydroxide, filtering, washing, and igniting the residue lime rock. The difference between the percentage of insoluble matter and 100% is reported as carbonates of calcium and magnesium. The lime rock shall not contain more than 0.5% of roots, leaf mold, organic, or foreign matter and shall be obtained from pits from which all overburden has been removed previous to blasting and quarrymg. The gradation of the lime rock shall meet the following requirements: Sieve Designation (square openings) 3-1/2 inch (90.mm) 3/4 inch (19.0 mm) Percentage by Weight Passing Sieves 100 50-100 Marathon Airport P-211-1 April, 1998 N :\DEIDRES\MARA THON\P-211.F AA All fine material shall consist entirely of dust of fracture. CONSTRUCTION METHODS 211-3.1 SOURCES OF SUPPLY. All work involved in cleaning and stripping pits, including the handling of unsuitable material shall be performed by the Contractor at his/her own expense. The lime rock shall be obtained from approved sources. The pits shall be operated in such a manner that a clean and uniform material will be secured. 211-3.2 EQUIPMENT. All equipment necessary for the proper construction of this work shall be on the project, in first-class working condition, and approved by the Engineer before construction is permitted to start. 211-3.3 PREPARING UNDERLYING COURSE. The underlying course shall be checked and accepted by the Engineer before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected at the Contractor's expense before the base course is placed thereon. Material shall not be placed on frozen subgrade. 211-3.4 PLACING AND SPREADING. All base course material shall be placed on the prepared underlying course and compacted in layers to the thickness shown on the plans. The depositing and spreading of the material on the prepared course or on a completed layer shall commence where designated and shall progress without breaks. The material shall be deposited and spread in lanes in a uniform layer and without segregation of size to such loose depth that, when compacted, the layer shall have the required thickness. When more than one layer is required, the construction procedure described herein shall apply similarly to each layer, excepting the scarifying and rerolling of the surface which shall apply to only the top layer. The rock shall be transported to locations where it is to be used over rock previously placed and dumped at the end of the preceding spread. It shall then be spread uniformly with shovels, forks, or approved mechanical spreaders especially constructed for this purpose. In no case shall rock be dumped directly onto the underlying course. Transporting over the underlying course will not be permitted, except as directed, in which case it must be protected by planking if rutting occurs. During the dumping and spreading operations, the rock shall be brought to the proper moisture content to obtain maximum density. Ifwater is added, it shall be uniformly mixed to the full depth of the course by discing. All segregated areas of fine or coarse rock shall be removed and replaced with well- graded rock, and approved by the Engineer. Lime rock shall not be spread when the sub grade is in an unsuitable condition. The lime rock base course shall be constructed in a layer not less than 4 inches (100 mm) nor more than 6 inches (150 mm) of compacted thickness. The base course shall be constructed in lanes or strips parallel with the centerline of the paved area. During the placing operation, sufficient caution shall be exercised to prevent the incorporation of Marathon Airport P-211-2 April, 1998 N:\DEIDRES\,Io,IARATHON\P-211.FAA subgrade, subbase, or shoulder material in the lime rock. 211-3.5 ROLLING. Immediately after completion of the spreading operations, the base material shall be thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density. The field density of the compacted material shall be at least 100 percent of the maximum density of laboratory specimens prepared from samples of the base material delivered to the jobsite. The laboratory specimens shall be compacted and tested in accordance withASTM D1557. The in-place field density shall be determined in accordance with ASTM D 1556 or ASTM D 2167. The moisture content of the material at the start of compaction shall not be below nor more than 1-1/2 percentage points above the optimum moisture content. 211-3.6 FINISHING BASE COURSE. After the watering and rolling of the base course, the entire surface shall be scarified to a depth of at least 3 inches (75 mm) and shaped to the exact crown and cross section with a blade grader. The scarified material shall be rewatered and thoroughly rolled. Rolling shall continue until the base is bonded and compacted into a dense, unyielding mass, true to grade and cross section. The scarifying and rolling of the surface of the base shall follow the initial rolling of the lime rock by not more than 4 days. When the lime rock base is constructed in two layers, the scarifying of the surface shall be to a depth of2 inches (50 mm). If, in the opinion of the Engineer, the surface of the base is glazed or cemented to the extent that the prime coat could not penetrate properly, and after determining that the condition of the base meets all requirements, he will direct that the surface of the base be hard-planed with a blade grader and broomed immediately prior to the application of the prime coat. This hard-planing shall be done in such a manner that only the glazed or cemented surface is removed, leaving a granular or porous condition that will allow free penetration of the prime material. The material planed from the base shall be removed from the base area. If at any time the underlying material becomes churned up and mixed with the base course material, the Contractor shall, without additional compensation, dig out and remove the mixture, reshape and compact the underlying course, replace the materials removed with clean rock which shall be watered and rolled until satisfactorily compacted. Where cracks, checks, or failures appear in the base, either before or after priming and before the surface course is laid, the Contractor shall remove such cracks, checks, or failures by rescarifying, reshaping, watering, rolling, and adding lime rock where necessary. 211-3.7 SURFACE TOLERANCE. After the course has been completely 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, reshaped, recompacted, and otherwise manipulated as the Engineer may direct until the required smoothness and accuracy are obtained. The finished surface shall not vary more than 3/8 inch (9 mm) from a 16-foot (4.8 mm) straightedge when applied to the surface parallel with, and at right angles to, the centerline. In testing Marathon Airport P-2l1-3 April, I 998 N :\DEIDRESIMARA THONlp-211.F AA surface of the harder lime rocks, measurement of clearances from the straightedge shall not include small holes caused by individual pieces being pulled out by the grader. 211-3.8 THICKNESS. The thickness of the base course shall be determined by depth tests or elevations taken at intervals in such a manner that each test shall represent 300 square yards (250 square meters), or it shall be as otherwise directed by the Engineer. The depth tests shall be made by test holes through the base at least 3 inches (75 mm) in diameter. Where the base deficiency is more than 1/2 inch (12 mm), the Contractor shall correct such areas by scarifying and adding rock. The base shall be scarified, rock added, and tapered a distance of 100 feet (30 m) in each direction from the edge of the deficient area for each inch of rock added. The affected area shall then be watered, bladed, rolled, and brought to a satisfactory state of compaction, required thickness, and cross section. The thickness of the base in the affected area shall be remeasured by depth tests or elevations. The operations of scarifying, adding rock, and rerolling shall continue until the base thickness is within the 1/2-inch (12 mm) tolerance of base thickness. The final base thickness of the reconditioned area shall be used to determine the average job thickness. The average job thickness shall be the average of the depth measurement as above outlined and shall be within 1/4 inch (6 mm) of the thickness shown on the typical cross section. On individual depth measurements, thicknesses more than 1/2 inch (12 mm) in excess of that shown on the plans shall be considered as specified thickness plus 1/2 inch (12 mm) in computing the average job thickness. The Contractor shall replace, at his/her expense, the lime rock removed from test holes. 211-3.9 PROTECTION. Work on the base course shall not be accomplished during freezing temperatures nor when the subgrade is wet. When the aggregate contains frozen materials or the underlying course is frozen, the construction shall be stopped. Hauling equipment may be routed over completed portions of the base course, provided no damage results and provided that such equipment is routed over the full width of the base course to avoid rutting or uneven compaction. However, the Engineer in charge shall have full and specific authority to stop all hauling over completed or partially completed base course when, in his/her opinion, such hauling is causing damage. Any damage resulting to the base course from routing equipment over the base course shall be repaired by the Contractor at his/her own expense. 211-3.10 MAINTENANCE. Following the completion of the base course, the Contractor shall perform all maintenance work necessary to keep the base course in a condition satisfactory for priming. After priming, the surface shall be kept clean and free from foreign material. The base course shall be properly drained at all times. If cleaning is necessary, or if the prime coat becomes disturbed, any work or restitution necessary shall be performed at the expense of the Contractor. METHOD OF MEASUREMENT 211-4.1 The quantity oflime rock base course to be paid for shall be the number of cubic yards (cubic meters) of base material placed, bonded, and accepted in the completed base course. The quantity of base course material shall be measured in final position, based upon depth tests taken as Marathon Airport P-21l-4 April, 1998 N:\DEIDRES\MARATHON\p-211.FAA directed by the Engineer, at the rate of 1 depth test for each 300 square yards (250 square meters) of base course, or by means of average end areas on the complete 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. BASIS OF PAYMENT 211-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for lime rock base course. This price shall be full compensation for furnishing all materials and for all preparation, hauling, and placing of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. The cost of removing cracks and checks including the labor and material for repriming, and the additional lime rock necessary for crack elimination, will not be paid for separately but shall be included in the contract price per cubic yard (cubic meter) for lime rock base course. Payment will be made under: Item P-211-5.1 6" Lime rock base course per cubic yard (cubic meter) TESTING REQUIREMENTS ASTM C 136 Sieve Analysis of Fine and Coarse Aggregate ASTM D 698 Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 5.5-lb (2.49-kg) Rammer and 12-in (305 mm) Drop ASTM D 1556 Density of Soil in Place by the Sand-Cone Method ASTM D 1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb (4.5 kg) Rammer and 18-in (457 mm) Drop ASTM D 2167 Density and Unit Weight of Soil in Place by the Rubber Bailon Method ASTM 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils END OF ITEM P-211 Marathon Airport P-211-5 April, 1998 N:\DEIDRESIMARA THON\P-211.FAA ITEM P-401 PLANT MIX BITUMINOUS PAVEMENTS DESCRIPTION 401-1.1 This item shall consist of surface, leveling or base courses composed of mineral aggregate and bituminous material mixed in a central mixing plant and placed on a prepared 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, or elevation required by the plans and shall be rolled, finished, and approved before the placement of the next course. 401-2 MATERIALS 401-2.1 AGGREGATE. Aggregates shall consist of crushed stone, crushed gravel, or crushed slag with or without sand or other inert finely divided mineral aggregate. The portion of materials retained on the No.8 sieve is coarse aggregate. The portion passing the No.8 (2.36 mm) sieve and retained on the No. 200 (0.075 mm) sieve is fine aggregate, and the portion passing the No. 200 (0.075 mm) sieve is mineral filler. a. Coarse Aggregate. Coarse aggregate shall consist of sound, tough, durable particles, free from adherent films of matter that would prevent thorough coating and bonding with the bituminous material and be free from organic matter and other deleterious substances. The percentage of wear shall not be greater than 40 percent for surface and intermediate courses and 50 percent for base course, when tested in accordance with ASTM C 131. The sodium sulfate soundness loss shall not exceed 10 percent, or the magnesium sulfate soundness loss shall not exceed 13 percent, after five cycles, when tested in accordance with ASTM C 88. Aggregate shall contain at least 70 percent by weight of individual pieces having two or more fractured faces and 85 percent by weight having at least one fractured face. The area of each face shall be equal to at least 75 percent 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. Fractured faces shall be obtained by crushing. The aggregate shall not contain more than 8 percent, by weight, of flat or elongated pieces, when tested in accordance with ASTM D 4791. Slag shall'be air-cooled, blast furnace slag, and shall have a compacted weight of not less than 70 pounds per cubic foot (1.12 mg/cubic meter) when tested in accordance with ASTM C 29. b. Fine Aggregate. Fine aggregate shall consist of clean, sound, durable, angular shaped particles produced by crushing stone, slag, or gravel that meets the requirements for wear and soundness specified for coarse aggregate. The aggregate Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P-401-1 particles shall be free from coatings of clay, silt, or other objectionable matter and shall contain no clay balls. The fine aggregate, including any blended material for the fine aggregate, shall have a plasticity index of not more than 6 and a liquid limit of not more than 25 when tested in accordance with ASTM D 4318. Natural (nonmanufactured) sand may be used to obtain the gradation of the aggregate blend or to improve the workability of the mix. The amount of sand to be added will be adjusted to produce mixtures conforming to requirements of this specification. The fine aggregate shall not contain more than 20 percent natural sand by weight of total aggregates. The aggregate shall have sand equivalent values of 35 or greater when tested in accordance with ASTM D 2419. c. Sampling. ASTM D 75 shall be used in sampling coarse and fine aggregate, and ASTM C 183 shall be used in sampling mineral filler. 401-2.2 MINERAL FILLER. If filler, in addition to that naturally present in the aggregate, is necessary, it shall meet the requirements of ASTM D 242. 401-2.3 :BITUMINOUS MATERIAL. Bituminous material shall conform to the following requirements: AC-20 in accordance with the requirements of ASTM D 242. The Contractor shall furnish vendor's certified test reports for each lot of bituminous material shipped to the project. The vendor's certified test report for the bituminous material can be used for acceptance or tested independently by the Engineer. 401-2.4 PRELIMINARY MATERIAL ACCEPTANCE. Prior to delivery of materials to the job site, the Contractor shall submit certified test reports to the Engineer for the following materials: a. Coarse Aggregate. (1) Percent of wear. (2) Soundness. (3) Unit weight of slag. b. Fine Aggregate. (1) Liquid limit. (2) Plastic index. (3) Sand equivalent. c. Mineral Filler. Marathon Airport April, 1998 N :\DEIDRESIMARA THON\P-40 I.CH6 P-40 1-2 d. Bituminous Material. The certification(s) shall show the appropriate ASTM testes) for each material, the test results, and a statement that the material meets the specification requirement. The Engineer may request samples for testing, prior to and during production, to verify the quality of the materials and to ensure conformance with the applicable specifications. 401-3 COMPOSITION 401-3.1 COMPOSITION OF MIXTURE. The bituminous plant mix shall be composed of a mixture of well-graded aggregate, filler if required, and bituminous material. The several 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. No bituminous mixture for payment shall be produced until ajob mix formula has been approved by the Engineer. The bituminous mixture shall be designed using procedun~s contained in Chapter III, MARSHALL METHOD OF MIX DESIGN, of the Asphalt Institute's Manual Series No.2 (MS-2), Mix Design Methods for Asphalt Concrete, and shall meet the requirements of Tables 1 and 2. The design criteria in Table 1 are target values necessary to meet the acceptance requirements contained in paragraph 401-5.2b. The criteria is based on a production process which has a material variability with the following standard deviations: Stability (lbs.) Flow (0.01 inch) Air Voids (%) 270 1.5 0.65 If material variability exceeds the standard deviations indicated, the job mix formula and subsequent production targets should be based on a stability greater than shown in Table 1, and the flow and air voids should be targeted close to the mid-range of the criteria in order meet the acceptance requirements. If the Tensile Strength Ratio (TSR) of the composite mixture, as determined by ASTM D 4867, is less than 75, the aggregates shall be rejected or the asphalt treated with an approved anti-stripping agent. The amount of anti-stripping agent added to the asphalt shall be sufficient to produce a TSR of not less than 75. If an antistrip agent is required, it will be provided by the Contractor at no additional cost. April, 1998 N :\DEIDRESIMARA THON\P-40 I.CH6 Marathon AiflJort P-40 1-3 The job mix formula shall be submitted in writing by the Contractor to the Engineer at least 21 days prior to th(~ start of paving operations and shall include as a minimum: a. Percent passing each sieve size. b. Percent of asphalt cement. c. Asphalt viscosity or penetration grade. d. Number of blows of hammer compaction per side of molded specimen. e. Mixing temperature. f. Compaction temperature. g. Temperature of mix when discharged from the mixer. h. Temperature-viscosity relationship of the asphalt cement. I. Plot of the combined gradation on the Federal Highway Administration (FHW A) 45 power gradation curve. j. Graphical plots of stability, flow, air voids, voids in the mineral aggregate, and unit weight verses asphalt content. k. Percent natural sand. I. Percent fractured faces. m.. Percent elongated particles. n. Tensile Strength Ratio (TSR). o. Antistrip agent (if required). The Contractor shall submit samples to the Engineer, upon request, for job mix formula verification testing. The job mix formula for each mixture shall be in effect until modified in writing by the Engineer. Should a change in sources of materials be made, a new job mix formula must be approved by the Engineer before the new material is used. Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P-40 1-4 TABLE 1. MARSHALL DESIGN CRITERIA TEST PROPERTY PAVEMENTS DESIGNATED FOR AIRCRAFT GROSS WEIGIITS OF 60,000 POUNDS OR MORE Number of blows 75 Stability, pounds (m:wtons) minimum 2150 Flow, 0.01 in. (0.25 mm) 10-14 Air voids (percent) 2.8-4.2 Percent voids in mineral aggregate, mrrnmum See Table 2 TABLE 2. MINIMUM PERCENT VOIDS IN MINERAL AGGREGATE Maximum Particle Size Mimimum Voids in Mineral Aggregate, percent m. mm. 1/2 12.5 3/4 19.0 1 25.0 1-1/4 31.25 Percent 16 15 14 13 The mineral aggregate shall be of such size that the percentage composition by weight, as determined by laboratory screens, will conform to the gradation or gradations specified in Table 3 when tested in accordance with'ASTM Standard C 136 and C 117. The gradations in Table 3 represent the limits which shall determine the suitability of aggregate for use from the sources of supply. The aggregate, as selected (and used in the JMF), shall have a gradation within the limits designated in Table 3 and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve, or vice versa, but shall be well graded from coarse to fine. Deviations from the final approved mix design for bitumen content and gradation of aggregates shall be within the action limits for individual measurements as specified in paragraph 401-6.5a. The limits still will apply if they fall outside the master grading band in Table 3. The maximum size aggregate used shall not be more than one-half of the thickness of the course being constructed. April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 Marathon Airport P-40 1-5 TABLE 3. AGGREGATE - BITUMINOUS PAVEMENTS Sieve Size Percentage by Weight Passing Sieve Surface (3/4" Max) 1-1/4 in. (31.25 mm) 1 in. (25.0 mm) 3/4 in. (19.0 mm) 1/2 in. (12.5 mm) 3/8 in. (9.5 mm) No.4 (4.75 mm) No.8 (2.36 mm) No. 16 (1.18 mm) No. 30 (0.60 mm) No. 50 (0.30 mm) No. 100 (0.15 mm) No. 200 (0.075 mm) 100 79-99 58-78 39-59 26-46 19-35 12-24 7-17 3-6 Asphalt percent Stone or gravel Slag 5.5-8.0 7.0-10.5 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 Manual Series No.2 (MS-2), Appendix A. 401-3.3 RECYCLED ASPHALT CONCRETE. The use of recycled asphalt pavement (RAP) will not be permitted in the P-40 1 plant mix bituminus pavements. 401-3.4 TEST SECTION. Prior to full production, the Contractor shall prepare and place a quantity of bituminous mixture according to the job mix formula. The amount of mixture should be sufficient to construct a test section 300 long and 20 wide placed in two lanes, with a longitudinal cold joint, and shall be of the same depth specified for the construction of the course which it represents. The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the test section. The equipment used in construction of the test section shall be the same type and weight to be used on the remainder of the course represented by the test section. Three random samples shall be taken at the plant and tested for stability, flow, and air voids in accordance with paragraph 401-S.1a(2). Two random samples of mixture shall be taken at the plant and tested for aggregate gradation and asphalt content in accordance with paragraphs 40 1-6.3a and 3b and evaluated in accordance with paragraphs 401-6.5a and 5b. Three randomly selected cores shall be taken from the finished pavement mat, and three from the longitudinal joint, and tested in Marathon Airport April. 1998 N :\DEIDRES\MARA THON\P-40 I .CH6 P-40 1-6 accordance with paragraph 401-5.1b(4). Random sampling shall be in accordance with procedures contained in ASTM D 3665. Mat density and air voids shall be evaluated in accordance with paragraph 401-5.2f(1). Stability and flow shall be evaluated in accordance with paragraph 401-5.2f(2). Joint density shall be evaluated in accordance with paragraph 401-5.2f(3). Voids in the mineral aggregate (VMA), for each plant sample, shall be computed in accordance with procedure:s contained in Chapter III, MARSHALL METHOD OF MIX DESIGN, of the Asphalt Institute's Manual Series No.2 (MS-2), Mix Design Methods for Asphalt Concrete. The test se:ction shall be considered acceptable if; 1) stability, flow, mat density, air voids, and joint density are: 90 percent or more within limits, 2) gradation and asphalt content are within the action limits specified in paragraphs 401-6.5a and 5b, and 3) the voids in the mineral aggregate is within the limits of Table 2. If the initial test section should prove to be unacceptable, the necessary adjustments to the job mix formula, plant operation, placing procedures, and/or rolling procedures shall be made. A second test section shall then be placed. If the second test section also does not meet specification requirements, both sections shall be removed at the Contractor's expense. Additional test sections, as required, shall be constmcted and evaluated for conformance to the specifications. Any additional sections that are not acceptable shall be removed at the Contractor's expense. Full production shall not begin until an acceptable section has been constructed and accepted by the Engineer. The initial test section, whether a(;ceptable or unacceptable, and any subsequent section that meets specification requirements shall be pa.id for in accordance with paragraph 401-8.1. Job mix control testing shall be performed by the Contractor at the start of plant production and in conjunction with the calibration of the plant for the job mix formula. It should be recognized that the aggregates produced by the plant may not satisfy the gradation requirements or produce a mix that exactly meets the JMF. In those instances, it will be necessary to reevaluate and redesign the mix using plant-produced aggregates. Specimens should be prepared and the optimum bitumen content determim~d in the same manner as for the original design tests. 401-3.5 TESTING LABORATORY. The laboratory used to develop the job mix formula shall meet the requirements of ASTM D 3666. A certification signed by the manager of the laboratory stating that it meets these requirements shall be submitted to the Engineer prior to the start of construction. The certification shall contain as a minimum: a. Qualifications of personnel; laboratory manager, supervising technician, and testing technicians. boo A listing of equipment to be used in developing the job mix. c. A copy of the laboratory's quality control system. Marathon Airport April, 1998 N :\DEIDRESIMARA THONIP-40 1.CH6 P -40 1- 7 d. Evidence of participation in the AASHTO Materials Reference Laboratory (AMRL) program CONSTRUCTION METHODS 401-4.1 WEATHER LIMITATIONS. The bituminous mixture 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 Engineer, if requested; however, all other requirements including compaction shall be met. Mat Thickness TABLE 4. BASE TEMPERATURE LIMITATIONS Deg. F Base Temperature (Minimum) Deg. C 3 in. (7.5 cm) or greater 40 4 Greater than 1 in. (2.5 cm) but less than 3 in. (7.5 cm) 45 7 1 in. (2.5 cm) or less 50 10 401-4.2 lBITUMINOUS MIXING PLANT. Plants used for the preparation of bituminous mixtures shall conJeorm to the requirements of ASTM D 995 with the following changes: a" Requirements for All Plants. (1) (2) (3) Truck Scales. The bituminous mixture shall be weighed on approved scales furnished by the Contractor, or on certified public scales at the Contractor's expense. Scales shall be inspected and sealed as often as the Engineer deems necessary to assure their accuracy. Scales shall conform to the requirements of the General Provisions, Section 90-01. Testing Facilities. The Contractor shall provide laboratory facilities at the plant for the use of the Engineer's acceptance testing and the Contractor's quality control testing, in accordance with paragraph 401-6.2d. Inspection of Plant. The Engineer, or Engineer'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. Marathon Airport April, 1998 N :\DEID RES\MARA THON\P-40 t .CH6 P-40 1-8 (4) Storage Bins and Surge Bins. Paragraph 3.9 of ASTM D 995 is deleted. Instead, the following applies. Use of surge bins or storage bins for temporary storage of hot bituminous mixtures will be permitted as follows: (a) The bituminous mixture may be stored in surge bins for period of time not to exceed 3 hours. (b) The bituminous mixture may be stored in insulated storage bins for a period of time not to exceed 24 hours. The bins shall be such that mix drawn from them meets the same requirements as mix loaded directly into trucks. If the Engineer determines that there is an excessive amount of heat loss, segregation or oxidation of the mixture due to temporary storage, no overnight storage will be allowed. 401-4.3 HAULING EQUIPMENT. Trucks used for hauling bituminous mixtures shall have tight, clean, and smooth metal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other approved material. 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 lUTUMINOUS PAVERS. Bituminous pavers shall be self-propelled, with an activated screed, heated as necessary, and shall be capable spreading and finishing courses of bituminous plant mix material which 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 paver shall have a receiving hopper of sufficient capacity to permit a uniform spreading operation. The hopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed without segregation. The screed shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, or gouging the mixture. If an automatic grade control device is used, the paver shall be equipped with a control system capable of automatically maintaining the specified screed elevation. The control system shall be automatically actuated from either a reference line and/or through a system of mechanical sensors or sensor-directed mechanisms or devices which will maintain the paver screed at a predetermined transversle slope and at the proper elevation to obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent. The controls shall be capable of working in conjunction with any of the following attachments: a. Ski-type device of not less than 30 feet (9.14 m) in length. Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P-401-9 b. Taut stringline (wire) set to grade. c. Laser control. 401-4.5 ROLLERS. Rollers of the vibratory, steel wheel, and pneumatic-tired type shall be used. They shall be in good condition, capable of operating at slow speeds to avoid displacement of the bituminous mixture. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. The use of equipment which causes excessive crushing of the aggregate will not be permitted. 401-4.6 PREPARATION OF BITUMINOUS MATERIAL. The bituminous material shall be heated in a manner that will avoid local overheating and provide a continuous supply of the bituminous material to the mixer at a uniform temperature. The temperature of the bituminous material delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles, but shall not exceed 325 degrees F (160 degrees C). 401-4.7 :PREPARATION OF MINERAL AGGREGATE. The aggregate for the mixture shall be heated and dried prior to introduction into the mixer. The maximum temperature and rate of heating shall be such that no damage occurs to the aggregates. The temperature of the aggregate and mineral finer shall not exceed 350 degrees F (175 degrees C) when the asphalt 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. 401-4.8 PREPARATION OF BITUMINOUS MIXTURE. The aggregates and the bituminous material shall be weighed or metered and introduced into the mixer in the amount specified by the job mix formula. The combined materials shall be mixed until the aggregate obtains a uniform coating of bitumen 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 D 2489, for each individual plant and for each type of aggregate used. The wet mixing time will be set to achieve 95 percent 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 bituminous mix upon discharge shall not exceed 0.5 percent. 401-4.9 JPREPARATION OF THE UNDERLYING SURFACE. Immediately before placing the bituminous mixture, the underlying course shall be cleaned of all dust and debris. A prime coat or tack coat shall be applied in accordance with Item P-602 or P-603, if required by the contract specifications. Marathon Airport April, 1998 N :\DEID RES\MARA THON\P-40 1.CH6 P-401-1O 401-4.10 TRANSPORTING, PLACING, AND FINISHING. The bituminous mixture shall be transported from the mixing plant to the site in vehicles conforming to the requirements of paragraph 401-3. Deliveries shall be scheduled so that placing and compacting of mixture is uniform with minimum stopping and starting of the paver. Adequate artificial lighting shall be provided night placements. Hauling over freshly placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool to atmospheric temperature. The Contractor may elect to use a material transfer vehicle to deliver mix to the paver. The mix shall be placed and compacted at a temperature suitable for obtaining density, surface smoothness, and other specified requirements but not less than 250 degrees F (107 degrees C). Upon arrival, the mixture shall be placed to the full width by a bituminous paver. It shall be struck off in a uniform layer of such depth that, when the work is completed, it shall have the required thickness and conform to the grade and contour indicated. The speed of the paver shall be regulated to eliminate pulling and tearing of the bituminous mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one-way sllope. The mixture shall be placed in consecutive adjacent strips having a minimum width of 12.5 feet except where edge lanes require less width to complete the area. The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least 1 foot (30 cm); however, the joint in the surface top course shall be at the centerline of the pavement. Transversle 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 c:::quipment impractical, the mixture may be spread and luted by hand tools. The Contractor shall set grade stakes and string lines for both sides of each paving line. The string lines shal!l be supported at a maximum of 25 foot center. Additional supports shall be installed to prevent sag, if required. The horizontal alignment of the string lines shall be within:!: 1/4 inch per 10 feet. The Contractor shall provide a satisfactory method of securing the string line where vertical curves are constructed to maintain the proper grade. 401-4.11 COMPACTION OF MIXTURE. After placing, the mixture shall be thoroughly and uniformly compacted by rolling. The surface shall be compacted as soon as possible when the mixture 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 effiective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once. April, 1998 N:\DEIDRES\MARA THON\P-40 I.CH6 Marathon Airport P -40 I-II 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 mixture to the roller, the wheels shall be kept properly moistened (and scrapers used), but excessive water will not be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers. Any mixture 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. 401-4.12 JOINTS. The formation of all joints shall be made in such a manner as 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 mixture 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 given a tack coat of bituminous material before placing any fresh mixture against the joint. Longitudinal joints which are irregular, damaged, uncompacted, or otheIWise defective shall be cut back to expose a clean, sound surface for the full depth of the course. All contact surfaces shall be given a tack coat of bituminous material prior to placing any fresh mixture against the joint. 401-5 MATERIAL ACCEPTANCE 401-5.1 ACCEPTANCE SAMPLING AND TESTING. All acceptance sampling and testing necessary to determine conformance with the requirements specified in this section will be performed by the Engineer at no cost to the Contractor. Testing organizations performing these tests shall meet the requirements of ASTM D 3666. All equipment in Contractor furnished laboratories shall be calibrated by the testing organization prior to the start of operations. a. Plant-Produced Material. Plant-produced material shall be tested for stability, flow, and air voids on a lot basis. Sampling shall be from material deposited into trucks at the plant or from trucks at the job site. A lot will consist of: one day's production not to exceed 2,000 tons (1 814 000 kg), or April, 1998 N:\DEIDRES\MARA THON\P-40 I.CH6 Marathon Airport P-401-12 a half day's production where a day's production is expected to consist of between 2,000 and 4,000 tons (1 814000 and 3628000 kg), or similar subdivisions for tonnages over 4,000 tons (3 628000 kg). Where more than one plant is simultaneously producing material for the job, the lot sizes shall apply separately for each plant. (1) Sampling. Each lot will consist of four equal sublots. Sufficient material for preparation of test specimens will be sampled by the Engineer on a random basis, in accordance with the procedures contained in ASTM D 3665. One set of laboratory compacted specimens will be prepared for each sub lot in accordance with ASTM D 1559, paragraph 4.5, at the number of blows required by paragraph 401-3.2, Table 1. Each set oflaboratory compacted specimens will consist of three test portions prepared from the same sample increment. The sample of bituminous mixture may be put in a covered metal tin and placed in an oven for not more than 30 minutes to maintain the heat. The compaction temperature of the specimens should be as specified in the job mix formula. (2) Testing. Sample specimens shall be tested for stability and flow in accordance with ASTM D 1559, paragraph 5. Air voids will be determined by the Engineer in accordance with ASTM D 3203. Prior to testing, the bulk specific gravity of each test specimen shall be measured by the Engineer in accordance with ASTM D 2726 or D 1188, whichever is applicable, for use in computing air voids and pavement density. For air voids determination, the theoretical maximum specific gravity of the mixture shall be measured twice for each lot in accordance with ASTM D 2041, Type C or D container. Samples shall be taken on a random basis in accordance with ASTM D 3665. The value used in the voids computation for each sublot shall be the average of the two maximum specific gravity measurements for the lot. The stability, flow, and air voids for each sub lot shall be computed by ayeraging the results of the three test specimens representing that sublot. (3) Acceptance. Acceptance of plant produced material for stability, flow, and air voids shall be determined by the Engineer in accordance with the requirements of paragraph 401-5 .2b. Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 I.CH6 P-401-13 b. Field Placed Material. Material placed in the field shall be tested for mat and joint density on a lot basis. (1) Mat Density. The lot size shall be the same as that indicated in paragraph 401-5.1.a and shall be divided into four equal sublots. One core of finished, compacted materials shall be taken by the Contractor from each sublot. Core locations will be detennined by the Engineer on a random basis in accordance with procedures contained in ASTM D 3665. Cores shall not be taken closer than one foot from a transverse or longitudinal joint. (2) Joint Density. The lot size shall be the total length of longitudinal joints constructed by a lot of material as defined in paragraph 401-5.1 a. The lot shall be divided into four equal sublots. One core of finished, compacted materials shall be taken by the Contractor from each sub lot. Core locations will be determined by the Engineer on a random basis in accordance with procedures contained in ASTM D 3665. (3) Sampling. Samples shall be neatly cut with a core drill. The cutting edge of the core drill bit shall be of hardened steel or other suitable material with diamond chips embedded in the metal cutting edge. The minimum diameter of the sample shall be three inches. Samples that are clearly defective, as a result of sampling, shall be discarded and another sample taken. The Contractor shall furnish all tools, labor, and materials for cutting samples and filling the cored pavement. Cored holes shall be filled in a manner acceptable to the Engineer and within one day after sampling. . (4) Testing. The bulk specific gravity of each cored sample will be measured by the Engineer in accordance with ASTM D 2726 or D 1188, whichever is applicable. The percent compaction (density) of each sample will be determined by dividing the bulk specific gravity of each sublot sample by the average bulk specific gravity of all laboratory prepared specimens for the lot, as determined in paragraph 401-5.la(2). (5) Acceptance. Acceptance of field placed material for mat density will be determined by the Engineer in accordance with the requirements of paragraph 401-5.2c. Acceptance for joint density will be determined in accordance with the requirements of paragraph 401-5.2d. c. Partial Lots - Plant-Produced Material. When operational conditions cause a lot to be terminated before the specified number of tests have been made for the lot, the following procedure will be used to adjust the lot size and the number of tests for the lot. Marathon Airport April, 1998 N :IDEID RESIMARA THON\P-40 1.CH6 P -401-14 401-5.2 d. a. The last batch produced where production is unexpectedly halted will be sampled and its properties shall be considered as representative of the particular sub lot from which it was taken. Where three sub lots are produced, they shall constitute a lot. Where one or two sublots are produced, they shall be incorporated into the next lot and the total number of sub lots shall be used in the acceptance plan calculation, i.e., n = 5 or n = 6, for example. Partial Lots - Field Placed Material. The lot size for field placed material shall correspond to that of the plant material, except that in no cases less than (3) cored samples shall be obtained, i.e., n = 3. ACCEPTANCE CRITERIA. General. Acceptance will be based on the following characteristics of the bituminous mixture and completed pavement as well as the implementation of the Contractor's Quality Control plan and test results: (1) Stability (2) Flow (3) Air voids (4) Mat density (5) Joint density (6) Thickness (7) Smoothness (8) Grade Stability, flow, and air voids will be evaluated for acceptance in accordance with paragraph 401-5.2b. Mat density will be evaluated for acceptance in accordance with paragraph 401-5.2c. Joint density will be evaluated for acceptance in accordance with paragraph 401-5.2d. Acceptance for mat density and air voids will be based on the criteria contained in paragraph 401-5.2f{1). Acceptance for stability and flow will be based on the criteria contained in paragraph 401-5.2f{2). Acceptance for joint density will be based on the criteria contained in paragraph 401-5f{3). Thickness will be evaluated by the Engineer for compliance in accordance with paragraph 401-5.2.f(4). Acceptance for smoothness will be based on the criteria contained in paragraph 401-5.2f(5). Acceptance for grade will be based on the criteria contained in paragraph 401-5 .2f( 6). The Engineer may at any time, not withstanding previous plant acceptance, reject and require the Contractor to dispose of any batch of bituminous mixture which is rendered unfit for use due to contamination, segregation, incomplete coating of aggregate, or improper mix temperature. Such rejection may be based on only visual inspection or temperature measurements. In the event of such rejection, the Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 I.CH6 P-401-15 Contractor may take a representative sample of the rejected material in the presence of the Engineer, and if he can demonstrate in the laboratory, in the presence of the Engineer, that such material was erroneously rejected, payment will be made for the material at the contract unit price. b" Stability, Flow, Air Voids. Acceptance of each lot of plant produced material for stability, flow, and air voids shall be based on the percentage of material within specification limits (PWL). The PWL plan considers the variability (standard deviation) of the material and the testing procedures, as well as the average (mean) value of the test results. Ifa material with high variability is produced, the production target must be adjusted as outlined in paragraph 401-3.2 to achieve a PWL of90 or more. c. Mat Density. Acceptance of each lot of in-place pavement for mat density shall be based on the percentage of material within specification limits (PWL). Ifa material with high variability is produced, then a higher target density must be maintained in order to achieve a PWL of 90 or more. d" Joint Density. Acceptance of each lot of in-place pavement for joint density shall be based on the percentage of material within specification limits (PWL). If a material with high variability is produced, then a higher target density must be maintained in order to achieve a PWL of 90 or more. e. Percentage of Material Within Specification Limits (PWL). The percentage of material within specification limits (PWL) shall be determined in accordance with procedures specified in Section 110 of the General Provisions. The specification tolerance limits(L) and (U) are contained in Table 5. f. Acceptance Criteria. (1) (2) (3) Mat Density and Air Voids. If the PWL of the lot equals or exceeds 90 percent, the lot shall be acceptable. If the PWL is less than 90 percent, payment shall be made in accordance with paragraph 401-8. 1 a. Stability and Flow. If the PWL of the lot equals or exceeds 90 percent, the lot shall be acceptable. If the PWL is less than 90 percent, the Contractor shall determine the reason and take corrective action. If the PWL is below 80 percent, the Contractor must stop production and make adjustments to the mIX. Joint Density. If the PWL of the lot equals or exceeds 90 percent, the lot shall be acceptable. If the PWL is less than 90 percent, the Contractor shall evaluate the method of compacting joints. If the PWL is below 80 percent, the Contractor shall stop production until the reason for poor compaction can be determined. Marathon Airport April, 1998 N:\DEIDRESIMARA T1ION\P-40 I .CH6 P-401-16 (4) (5) (6) Thickness. Thickness shall be evaluated for compliance by the Engineer to the requirements shown on the plans. Measurements of thickness shall be made by the Engineer using the cores extracted for each sublot for density measurement. Smoothness. The finished surfaces of the pavement shall not vary more than 3/8 inch for the base course or 1/4 inch for the surface course. Each lot shall be evaluated with a 12-foot (3.6 m) straightedge. The lot size shall be 2000 square yards (square meters). Measurements will be made perpendicular and parallel to the centerline at distances not to exceed 50 feet (15.2 m). When more than 15 percent of all measurements within a lot exceed the specified tolerance, the Contractor shall remove the deficient area and replace with new material. Sufficient material shall be removed to allow at least one inch of asphalt concrete to be placed. Skin patching shall not be permitted. High points may be ground off Grade. The finished surface of the pavement shall not vary from the gradeline elevations and cross sections shown on the plans by more than 1/2 inch (12.70 mm). The finished grade of each lot will be determined by running levels at intervals of 50 feet (15.2 m) or less longitudinally and transversely to determine the elevation of the completed pavement. The lot size shall be 2000 square yards (square meters). When more than 15 percent of all the measurements within a lot are outside the specified tolerance, the Contractor shall remove the deficient area and replace with new material. Sufficient material shall be removed to allow at least one inch of asphalt concrete to be placed. Skin patching for correcting low areas shall not be permitted. High points may be ground off Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P-401-17 TABLE 5. ACCEPTANCE LIMITS STABILITY, FLOW, AIR VOIDS, DENSITY Test Property Pavements Designed for Aircraft Gross Weights of 60,000 Lbs. or More or Tire Pressure Greater than 100 Psi Number of Blows 75 Specification Tolerance L u Stability, minimum pounds 1800 Flow,O.Ol-inch 8 16 Air voids total mix (percent) 2.0 5.0 Density, percent 96.3 Joint density (percent) 93.3 401-5.3RESAMPLING PAVEMENT. a. General. Resampling of a lot of pavement for mat density will be allowed if the Contractor requests, in writing, within 48 hours after receiving the written test results from the Engineer. A retest will consist of all the sampling and testing procedures contained in paragraphs 401-5.1b and 401-5.2c. Only one resampling per lot will be permitted. (1) A redefined PWL shall be calculated for the resampled lot. The number of tests used to calculate the redefined PWL shall 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 shall be used to calculate the payment for that lot in accordance with Table 6. c. Outliers. If the tests within a lot include a very large or a very small value which appears to be outside the normal limits of variation., check for an outlier in accordance Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P -401-18 with ASTM E 178, at a significance level of 5 percent, to determine if this value should be discarded when computing the PWL. 401-5.4 LEVELING COURSE. Any course used for truing and leveling shall meet the requirements of paragraph 401-3.2 and 5.2b, but shall not be subject to the density requirements of paragraph 401-5.2c and d. The leveling course shall be compacted with the same effort used to achieve density of the test section. The truing and leveling course shall not exceed a nominal thickness of 1-1/2 inches (37.5 mm). 401-6 CONTRACTOR QUALITY CONTROL 401-6.1 GENERAL. The Contractor shall develop a Quality Control Program in accordance with Section 100 of the General Provisions. The program shall address all elements which effect the quality of the pavement including, but not limited to: a. Mix Design b. Aggregate Grading c. Quality of Materials d. Stockpile Management e. Proportioning f. Mixing and Transportation g. Placing and Finishing h. Joints i. Compaction j. Surface smoothness 401-6.2 TESTING LABORATORY. The Contractor shall provide a fully equipped asphalt laboratory located at the plant or job site. It shall be available for joint use by the Contractor for quality control testing and by the Engineer for acceptance testing and must have adequate equipment for the performance of the tests required by these specifications. The Engineer shall have priority in use of the equipment necessary for acceptance testing. The effective working area of the laboratory shall be a minimum of 150 square feet (14 square meters) with a ceiling height of not less than 7.5 feet (2.3 meters). Lighting shall be adequate to illuminate all working areas. It shall be equipped with heating and air conditioning units to maintain a temperature of 70 degrees F + 5 degrees (21 degrees C + 2.3 degrees C). Laboratory facilities shall be kept clean and all equipment shall be maintained in proper working condition. The Engineer"shall be permitted unrestricted access to inspect the Contractor's laboratory facility and witness quality control activities. The Engineer will advise the Contractor in writing of any notedi deficiencies concerning the laboratory facility, equipment, supplies, or testing personnel and procedures. When the deficiencies are serious enough to be adversely affecting test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resumt;: until the deficiencies are satisfactorily corrected. Marathon Airport April, 1998 N:\DEIDRES,"vlARA THON\P-40 I.CH6 P-401-19 401-6.3 QUALITY CONTROL TESTING. The Contractor shall perform all quality control tests necessary to control the production and construction processes applicable to these specifications and as set forth in the Quality Control Program. The testing program shall include, but not necessarily limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, field compaction, and surface smoothness. A Quality Control Testing Plan shall be developed as part of the Quality Control Program. a. Asphalt Content. A minimum of two extraction tests shall be performed per lot in accordance with ASTM D 2172 for determination of asphalt content. The weight of ash portion of the extraction test, as described in AS TM D 2172, shall be determined as part of the first extraction test performed at the beginning of plant production; and as part of every tenth extraction test performed thereafter, for the duration of plant production. The last weight of ash value obtained shall be used in the calculation of the asphalt content for the mixture. The use of the nuclear method for determining asphalt content in accordance with ASTM D 4125 is permitted, provided that it is calibrated for the specific mix being used. b. Gradation. Aggregate gradations shall be determined a minimum of twice per lot from mechanical analysis of extracted aggregate in accordance with AASHTO T 30 and ASTM C 136 (Dry Sieve). When asphalt content is determined by the nuclear method, aggregate gradation shall be determined from hot bin samples on batch plants, or from the cold feed on drum mix or continuous mix plants, and tested in accordance with ASTM C 136 (dry sieve) using actual batch weights to determine the combined aggregate gradation of the mixture. c. Moisture Content of Aggregate. The moisture content of aggregate used for production shall be determined a minimum of once per lot in accordance with ASTM C 566. dl. Moisture Content of Mixture. The moisture content of the mixture shall be determined once per lot in accordance with ASTM D 1461. e. Temperatures. Temperatures shall be checked, at least four times per lot, at necessary locations to determine the temperatures of the dryer, the bitumen in the storage tank, the mixture at the plant, and the mixture 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 D 2950. g. Additional Testing. Any additional testing that the Contractor deems necessary to control the process may be performed at the Contractor's option. Marathon Airport April, 1998 ;-,.' :\DEIDRES\MARA THON\P-40 I.CH6 P-40 1-20 h. Monitoring. The Engineer reserves the right to monitor any or all of the above testing. 401-6.4 SAMPLING. When directed by the Engineer, the Contractor shall sample and test any material which 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. 401-6.5 CONTROL CHARTS. The Contractor shall maintain linear control charts both for individual measurements and range (i.e., difference between highest and lowest measurements) for aggregate gradation and asphalt content. Control charts shall be posted in a location satisfactory to the Engineer and shall be 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 Contra.ctor'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 Engineer 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 and asphalt content. 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 1 or 1-1/4 inch 3/4 inch sieve 1/2 inch (12.5 mm) 3/8 inch (9.5 mm) NO.4 (4.75 mm) No. 16 (1.18 mm) No. 50 (0.30 mm) No. 200 (0.075 mm) Asphalt Content. Action Limit Suspension Limit 0% 26% +/-6% 6% +/-6% +/-5% +/-13% +/-2% +/-0.45% 0% 11% +/-9% +/-9% +/-9% +/-7.5% +/-4.5% +/-3% +/-0.70% b. Range. Control charts for range shall be established to control process variability for the test parameters and Suspension Limits listed below. The range shall be computed Marathon Alrport April, 1998 N:\DEIDRES\MARA THON\P-40 1.CH6 P-401-21 for each lot 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 (Based on n = 2) Sieve Suspension Limit 1/2 inch (12.5 mm) 3/8 inch (9.5 mm) No.4 (4.75 mm) No. 16 (1.18 mm) No. 50 (0.30 mm) No. 200 (0.075 mm) Asphalt Content 11 percent 11 percent 11 percent 9 percent 6 percent 3.5 percent 0.8 percent c. Corrective Action. The Quality Control Plan shall indicate that appropriate action shall be taken when the process is believed to be out of tolerance. The Plan shall contain sets of 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. METHOD OF MEASUREMENT 401-7.1 MEASUREMENT. Plant mix bituminous concrete pavement shall be measured by the number of tons (kg) of bituminous mixture used in the accepted work. Recorded batch weights or truck scale weights will be used to determine the basis for the tonnage. 401-8 BASIS OF PAYMENT 401-8.1 :PAYMENT. Payment for an accepted lot of bituminous concrete pavement shall be made at the contract unit price per ton (kg) for bituminous mixture adjusted according to paragraph 401-8.1a. 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. Marathon Airport April, 1998 N :\DEIDRES\MARA THON\P-40 1.CH6 P-401-22 a. Basis of Adjusted Payment. Each lot shall be accepted at the full contract price when the percent within limits (PWL) for mat density and air voids equals or exceeds 90 percent. Each lot not meeting the 90 percent PWL requirement will be accepted at an adjusted contract unit price in accordance with Table 6. Payment shall be calculated for both mat density and air voids, and payment shall be based on the lower of the two values. TABLE 6. PRICE ADJUSTMENT SCHEDULE Percentage of Material Within the Specification Limit Percent of Contract Unit Price (PWL) to be Paid 90-100 80-90 65-80 Below 65 100 0.5 PWL + 55.0 2.0 PWL - 65.0 The lot shall be removed and replaced. However, the Engineer may decide to accept the deficient lot. In that case, if the Engineer and Contractor agree in writing, that the lot shall not be removed, and it will be paid for at 50 percent of the contract price. b. Payment. Payment will be made under: Item P-401-8.1 Bituminous Concrete Surface Course (112" Maximum Aggregate )--per ton TESTING REQUIREMENTS ASTM C 29 Unit Weight of Aggregate ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C 117 Test Method for Materials Finer than 75-um (No.200) Sieve in Mineral Aggregates by Washing ASTMC 131 Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates ASTM C 183 Sampling Hydraulic Cement Marathon Airport April. 1998 N :\DEIDRES\MARA THON\P-40 I.CH6 P-401-23 ASTM C 566 Total Moisture Content of Aggregate by Drying ASTM D 75 Sampling Aggregates ASTM D 995 Requirements for Mixing Plants for Hot-Mixed Hot-Laid Bituminous Paving Mixtures ASTM D 118 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Paraffin-Coated Specimens ASTM D 1461 Moisture or Volatile Distillates in Bituminous Paving Mixtures ASTM D 1559 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus ASTM D 2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D 2172 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate ASTM D 2489 Degree of Particle Coating of Bituminous-Aggregate Mixtures ASTM D 2726 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens ASTM D 3203 Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures ASTM D 2950 Density of Bituminous Concrete in Place by Nuclear Method ASTM D 3665 Random Sampling of Paving Materials ASTM D 3666 Inspection and Testing Agencies for Bituminous Paving Materials ASTM D 4125 Asphalt Content of Bituminous Mixtures by the Nuclear Method ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D 4791 Flat or Elongated Particles in Coarse Aggregate ASTM D 4867 Effect of Moisture on Asphalt Concrete Paving Mixtures Marathon Airport April, 1998 N :\DEIDRES'JovIARA THON\P-40 I.CH6 P-401-24 ASTM E 178 Practice for Dealing With Outlying Observations AASHTO T 30 Mechanical Analysis of Extracted Aggregate The Asphalt Institute's Mix Design Methods for Asphalt Concrete Manual No.2 (MS-2) The Asphalt Institute's Hot-Mix Recycling Manual No. 20 (MS-20) MA TERIAL REQUIREMENTS ASTM D 242 Mineral Filler for Bituminous Paving Mixtures ASTM D 946 Asphalt Cement for Use in Pavement Construction ASTM D 3381 Viscosity-Graded Asphalt Cement for Use in Pavement Construction ASTM D 4552 Classifying Hot-Mix Recycling Agents END OF SECTION P-401 Marathon Airport P-401-25 April, 1998 N :\DEIDRESIMARA THON\P-40 1.CH6 ITEM P-602 BITUMINOUS PRIME COAT DESCRIPTION 602-1.1 This item shall consist of an application of bituminous material on the prepared base course in accord.mce with these specifications and in reasonably close conformity to the lines shown on the plans. MA TERIALS 602-2.1 BITUMINOUS MATERIAL. The types, grades, controlling specifications, and application temperatures for the bituminous materials are given in Table 1. The Engineer shall designate the specific material to be used. TABLE 1. BITUMINOUS MATERIAL LTYPe and Grade Aoolication Temperatures \1\ Specification Deg. F Deg. C Emulsified Asphalt SS-1, SS-lh ASTMD 977 70-160 20-70 MS-2, HFMS-l ASTM D 977 70-160 20-70 CSS-l, CSS-lh ASTM D 2397 70-160 20-70 CMS-2 ASTM D 2397 70-160 20-70 Cutback Asphalt RC-30 ASTM D 2028 80+ 30+ RC-70 ASTM D 2028 120+ 50+ RC-250 ASTM D 2028 165+ 75+ \ 1 \ The maximum temperature for cutback asphalt shall be that at which fogging occurs. CONSTRUCTION METHODS 602-3.1 WEATHER LIMITATIONS. The prime coat shall be applied only when the existing surface is dry or contains sufficient moisture to get uniform distribution of the bituminous material, when the atmospheric temperature is above 60 F (15 C), and when the weather is not foggy or rainy. The temperature requirements may be waived, but only when so directed by the Engineer. Marathon Airport P-602-1 April, 1998 :-.; :\DEIDRES\MARA THON\P-602. WP5 602-3.2 EQUIPMENT. The equipment used by the Contractor shall include a self-powered pressure bituminous material distributor and equipment for heating bituminous material. The distributor shall be designed, equipped, maintained, and operated so that bituminous material at even heat may be applied uniformly on variable widths of surface at the specified rate. The allowable variation from the specified rate shall not exceed 10 percent. Distributor equipment shall include a tachometer, pressure gages, volume-measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. The distributor shall be self-powered and shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically. A power broom and/or blower shall be provided for any required cleaning of the surface to be treated. 602-3.3 APPLICATION OF BITUMINOUS MATERIAL. Immediately before applying the prime coa.t, 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. The bituminous material including solvent shall be uniformly applied with a bituminous distributor at the rate of 0.25 to 0.50 gallons per square yard (1.20 to 2.40 liters per square meter) depending on the base course surface texture. The type of bituminous material and application rate shall be approved by the Engineer prior to application. Following the application, the primed surface shall be allowed to dry not less than 48 hours without being disturbed or for such additional time as may be necessary to permit the drying out of the prime until it will not be picked up by traffic or equipment. This period shall be determined by the Engineer. The surface shall then be maintained by the Contractor until the surfacing has been placed. Suitable precautions shall be taken by the Contractor to protect the primed surface against damage during this interval, including supplying and spreading any sand necessary to blot up excess bituminous material. 602-3.4 BITUMINOUS MATERIAL CONTRACTOR'S RESPONSIBILITY. Samples of the bituminous materials that the Contractor proposes to use, together with a statement as to their source and character, must be submitted and approved before use of such material begins. The Contractor shall require the manufacturer or producer of the bituminous materials to furnish material subject to this and all other pertinent requirements of the contract. Only satisfactory materials, so demonstrated by service tests, shall be acceptable. The Contractor shall furnish vendor's certified test reports for each carload, or equivalent, of bituminous material shipped to the project. The report shall be delivered to the Engineer before permission is granted fOf-use of the material. The furnishing of the vendor's certified test report for the bituminous material shall not be interpreted as basis for final acceptance. All such test reports shall be subject to verification by testing samples of materials received for use on the project. Marathon Airport P-602-2 April, 1998 N:\DEIDRESIMARA THON\P-602. WP5 602-3.5 FREIGHT AND WEIGH BILLS. Before the final estimate is allowed, the Contractor shall file with the Engineer receipted bills when railroad shipments are made, and certified weigh bills when materials are received in any other manner, of the bituminous materials actually used in the construction covered by the contract. The Contractor shall not remove bituminous material from the tank car or storage tank until the initial outage and temperature measurements have been taken by the Engineer, nor shall the car or tank be released until the final outage has been taken by the Engineer. Copies of freight bills and weigh bills shall be furnished to the Engineer during the progress of the work. METHOD OF MEASUREMENT 602-4.1 The bituminous material for prime coat shall be measured by the gallon. Volume shall be corrected to the volume at 60 F (15 C) in accordance with ASTM D 1250 for cutback asphalt, and Table IV-3 of The Asphalt Institute's Manual MS-6 for emulsified asphalt. BASIS OF PAYMENT 602-5.1 Payment shall be made at the contract unit price per gallon for bituminous prime coat. This price shal.1 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 Bituminous Prime Coat--per gallon MA TERIAL REQUIREMENTS ASTM D 977 Emulsified Asphalt ASTM D 2028 Asphalt, Cutback (Rapid Curing Grade) ASTM D 2397 Cationic Emulsified Asphalt Marathon AIrport P-602-3 April, I 998 N :\DEIDRESIMARA THON\P-602. WP5 TESTING REQUIREMENTS ASTM D 1250 Petroleum Measurement Tables Asphalt Institute Manual MS-6 Table IV-3 Temperature- Volume Corrections for Emulsified Asphalts END OF ITEM P-602 Marathon Airport P-602-4 April, 1998 N:\DEIDRESI..\1ARA THON\P-602. WP5 ITEM P-603 BITUMINOUS TACK COAT 603-1 DESCRIPTION 603-1.1 This item shall consist of preparing and treating a bituminous or concrete surface with bituminous material in accordance with these specifications and in reasonably close conformity to the lines shown on the plans. 603- 2 MATERIALS 603-2.1 BITUMINOUS MATERIALS. The bituminous material shall be either cutback asphalt, emulsified asphalt, or tar and shall conform to the requirements of Table I. The type, grade, controlling specification, and application temperature of bituminous material to be used shall be specified by the Engineer. TABLE 1. BITUMINOUS MATERIAL c'ype and Grade Application Temperature Specification Dee. F Dee. C Emulsified Asphalt SS-I, SS-Ih ASTM D 977 75-130 25-55 CSS-I, CSS-Ih ASTM D 2397 75-130 25-55 Cutback Asphalt RC-70 ASTM D 2028 120-160 50-70 Tar RTCB 5, RTCB 6 AASHTO M 52 60-120 15-50 603-3 CONSTRUCTION METHODS 603-3.1 WEA THER LIMITATIONS. The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is above 60 F (15 C). The temperature requirements may be waived, but only when so directed by the Engineer. 603-3.2 EQUIPMENT. The Contractor shall provide equipment for heating and applying the bituminous material. The distributor shall be designed, equipped, maintained, and operated so that bituminous material at even heat may be applied uniformly on variable widths of surface at the specified rate. The allowable Marathon Alq>ort P-603-1 April, 1998 N :\DEIDRES\MARA THON\P-603. WP5 variation from the specified rate shall not exceed 10 percent. Distributor equipment shall include a tachometer, pressure gages, volume-measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. The distributor shall be self-powered and shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically. A power broom and/or blower shall be provided for any required cleaning of the surface to be treated. 603-3.3 APPLICA nON OF BITUMINOUS MATERIAL. Immediately before applying the tack coat, the full width of surface to be treated shall be swept with a power broom and/or airblast to removle all loose dirt and other objectionable material. Emulsified asphalt shall be diluted by the addition of water when directed by the Engineer and shall be applied! a sufficient time in advance of the paver to ensure that all water has evaporated before any of the ov(~rlying mixture is placed on the tacked surface. The bituminous material including vehicle or solvent shall be uniformly applied with a bituminous distributor at the rate of 0.05 to 0.15 gallons per square yard (0.24 to 0.72 liters per square meter) depending on the condition of the existing surface. The type of bituminous material and application rate shall be approved by the Engineer prior to application. Following the application, the surface shall be allowed to cure without being disturbed for such period of time as may be necessary to permit drying out and setting of the tack coat. This period shall be determined by the Engineer. The surface shall then be maintained by the Contractor until the next course has been placed. Suitable precautions shall be taken by the Contractor to protect the surface against damage during this interval. 603-3.4 BITUMINOUS MATERIAL-CONTRACTOR'S RESPONSIBILITY. Samples of the bituminous material that the Contractor proposes to use, together with a statement as to its source and character, must be submitted and approved before use of such material begins. The Contractor shall require the manufacturer or producer of the bituminous material to furnish material subject to this and all other pertinent requirements of the contract. Only satisfactory materials so demonstra.ted by service tests, shall be acceptable. The Contractor shall furnish the vendor's certified test reports for each carload, or equivalent, of bituminous material shipped to the project. The report shall be delivered to the Engineer before permission is granted for use of the material. The furnishing of the vendor's certified test report for the bituminous material shall not be interpreted as a basis for final acceptance. All such test reports shall be subject to verification by testing samples of material received for use on the project. 603-3.5 FREIGHT AND WEIGH BILLS. Before the final estimate is allowed, the Contractor shall file with the Engineer receipted bills when railroad shipments are made, and certified weigh bills when materials are received in any other manner, of the bituminous materials actually used in the construction covered by the contract. The Contractor shall not remove bituminous material from the tank car or storage tank until the initial outage and temperature measurements have been taken by the Engineer, nor shall the car or tank be released until the final outage has been taken by Marathon Airport P-603-2 April, 1998 N :\DEIDRES\MARA THON\P-603. WP5 the Engineer. Copies of freight bills and weigh bills shall be furnished to the Engineer during the progress of the work. 603-4 METHOD OF MEASUREMENT 603-4.1 The bituminous material for tack coat shall be measured by the gallon. Volume shall be corrected to the volume at 60 F (15 C) in accordance with ASTM D 1250 for cutback asphalt, ASTM D 633 for tar, and Table IV-3 of The Asphalt Institute's Manual MS-6 for emulsified asphalt. 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 gallon of bituminous material. This pric1e 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 Bituminous Tack Coat--per gallon MA TERIAL REQUIREMENTS ASTM D 633 Volume Correction Table for Road Tar ASTM D 977 Emulsified Asphalt ASTM D 1250 Petroleum Measurement Tables ASTM D 2028 Liquid Asphalt (Rapid-Curing Type) ASTM D 2397 Cationic Emulsified Asphalt AA.SHTO M 52 Tar for Use in Road Construction Asphalt Institute Manual MS-6 Table IV-3 Temperature-Volume Corrections for Emulsified Asphalts END OF SECTION P-603 Marathon Airport P-603-3 April, I 998 N :\DEIDRES\MARA THONIP-603. WP5 ITEM P-620 RUNWAY AND TAXIWAY PAINTING DESCRIPTION 620-1.1 This item shall consist of the 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 pl.ans, or as directed by the Engineer. MA TERIALS 620-2.1 ]\1ATERIALS 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. The reports can be used for material acceptance or the Engineer may perform verification testing. The reports shall not be interpreted as a basis for payment. The Contractor shall notify the Engineer upon arrival of a shipment of materials to the site. 620-2.2 PAINT. Paint shall be waterborne in accordance with the requirements of paragraph 620- 2.2a. Paint shall be furnished in White-37925, Yellow-33538 or 33655 and Red-31136 in accordance with Federal Standard No 595. Paint shall be furnished inType II -- Fast drying time for no-pick-up when tested in accordance with ASTM D 711. a. WATERBORNE. Paint shall meet the requirements of Federal Specification IT -P-1952. b.o EPOXY. Paint shall be a two component, minimum 99 percent solids type system conforming to the following: (1) Pigments. Component A. Percent by weight. (a) White: Titanium Dioxide, ASTM D 476, type II shall be 18 percent minimum (16.5 percent minimum at 100 percent purity). (b) Yellow and Colors: Titanium Dioxide, ASTM D 476, type II shall be 14 to 17 percent. Organic yellow, other colors, and tinting as required to meet color standard. Epoxy resin shall be 75 to 79 percent. (2) Epoxy Content. Component A. The weight per epoxy equivalent, when tested in accordance with ASTM D 1652 shall be the manufacturer's target plus or minus 50. (3) Amine Number. Component B. When tested in accordance with ASTM 0 2074 shall be the manufacturer's target plus or minus 50. Marathon Airport P-620-1 April, 1998 N :\DEIDRES\MARA THON\P-620.CH9 (4) Prohibited Materials. The manufacturer shall certify that the product does not contain mercury, lead, hexavalent chromium, halogenated solvents, nor any carcinogen, as defined in 29 CFR 1910.1200. (5) Daylight Directional Reflectance: (a) White: The daylight directional reflectance of the white paint shall not be less than 75 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141, Method 6121. (b ) Yellow: The daylight directional reflectance of the yellow paint shall not be less than 38 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141. The x and y values shall be consistent with the Federal Hegman yellow color standard chart for traffic yellow standard 33538, or shall be consistent with the tolerance listed below: x .462 x .470 x .479 x .501 Y .438 Y .455 Y .428 Y .452 (6) Accelerated weathering. (a) Sample preparation. Apply the paint at a wet film thickness of 0.013 inch (0.33 mm) to four 3 by 6 inch (8 by 15 cm) aluminum panels prepared as described in Federal Test Method Standard No. 141, Method 2013. Air dry the sample 48 hours under standard conditions. (b) Testing conditions. Test in accordance with ASTM G 53 using both Ultra Violet (UV-B) Light and condensate exposure, 72 hours total, alternating 4 hour UV exposure at 60 degree C, and 4 hours condensate exposure at 40 degrees C. (c) Evaluation. Remove the samples and condition for 24 hours under standard conditions. Determine the directional reflectance and color match using the procedures in paragraph 620-2.2b(5) above. Evaluate for conformance with the color requirements. (7) Volatile Organic Content. Determine the volatile organic content in accordance with 40 CFR Part 60 Appendix A, Method 24. (8) Dry opacity. Use Procedure B, Method B of Method 4121 of Federal Test Method Standard No. 141. The wet film thickness shall be 0.015 inch (0.12 mm). The minimum opacity for white and c610rs shall be 0.92. (9) Abrasion resistance. Subject the panels prepared in paragraph 620-2.2b(6) to the abrasion test in accordance with ASTM D 968, Method A, except that the inside diameter of the metal guide tube shall be from 0.747 to 0.750 inch (18.97 to 19.05 mm). Five liters of unused sand shall be used for each test panel. The test shall be run on two test panels. [Note: five liters of sand Marathon Airport P-620-2 April, 1998 N :\DEIDRES\MARA THON\P-620.CH9 weighs 17.5 lb. (7.94 kg).] Both baked and weathered paint films shall require not less than 150 liters of sand for the removal of the paint films. (10) Hardness, Shore. Hardness shall be at least 80 when tested in accordance with ASTM D 2240. c.. METHACRYLATE. Paint shall be a two component, minimum 99 percent solids type system conforming to the following: (1) Pigments. Component A. Percent by weight. (a) White: Titanium Dioxide, ASTM D 476, type II shall be 6 percent minimum. Methacrylate resin shall be 18 percent minimum. (b) Yellow and Colors: Titanium Dioxide, ASTM D 476, type II shall be 6 percent minimum. Organic yellow, other colors, and tinting as required to meet color standard. Methacrylate resin shall be 18 percent minimum. (2) Prohibited Materials. The manufacturer shall certify that the product does not contain mercury, lead, hexavalent chromium, halogenated solvents, nor any carcinogen, as defined in 29 CFR 1910.1200. (3) Daylight Directional Reflectance: (a) White: The daylight directional reflectance of the white paint shall not be less than 80 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141, Method 6121. (b) Yellow: The daylight directional reflectance of the yellow paint shall not be less than 55 percent (relative to magnesium oxide), when tested in accordance with Federal Test Method Standard No. 141. The x and y values shall be consistent with the Federal Hegman yellow color standard chart for traffic yellow standard 33538, or shall be consistent with the tolerance listed below: x .462 x .470 x .479 Y .438 Y .455 Y .428 x .501 Y .452 (4) Accelerated weathering. (a) Sample preparation. Apply the paint at a wet film thickness of 0.013 inch (0.33 mm) to four 3 by 6 inch (8 by 15 em) aluminum panels prepared as described in Method 2013 of Federal Test Method Standard No. 141. Air dry the sample 48 hours under standard conditions. Marathon Airport P-620-3 April, 1998 N:\DEIDRES\MARA THONIP-620.CH9 (b) Testing conditions. Test in accordance with ASTM G 53 using both Ultra Violet (UV-B) Light and condensate exposure, 72 hours total, alternating 4 hour UV exposure at 60 degree C, and 4 hours condensate exposure at 40 degrees C. (c) Evaluation. Remove the samples and condition for 24 hours under standard conditions. Determine the directional reflectance and color match using the procedures in paragraph 620-2.2c(3) above. Evaluate for conformance with the color requirements. (5) Volatile Organic Content. Determine the volatile organic content in accordance with 40 CFR Part 60 Appendix A, Method 24. (6) Dry opacity. Use Procedure B, Method B of Method 4121 of Federal Test Method Standard No. 141. The wet film thickness shall be 0.015 inch (0.12 mm). The minimum opacity for white and colors shall be 0.92. (7) Abrasion resistance. Subject the panels prepared in paragraph 620-2.2c(4) to the abrasion test in accordance with ASTM D 968, Method A, except that the inside diameter of the metal guide tube shall be from 0.747 to 0.750 inch (18.97 to 19.05 mm). Five liters of unused sand shall be Ulsed for each test panel. The test shall be run on two test panels. [Note: five liters of sand weighs 17.5 lb. (7.94 kg).] Both baked and weathered paint films shall require not less than 150 liters of sand for the removal of the paint films. (8) Hardness, Shore. Hardness shall be at least 80 when tested in accordance with ASTM D 2240. d" SOLVENT BASE. Paint shall meet the requirements of Federal Specification TT-P-85. 620-2.3 REFLECTIVE MEDIA. Glass beads shall meet the requirements of Fed. Spec. TT -B-1325, Type I, Gradation A. Glass beads shall be treated with adhesion promoting and/or flotation coatings as specified by the manufacturer of the paint. CONSTRUCTION METHODS 620-3.1 'rVEA THER LIMITATIONS. The painting shall be performed only when the surface is dry and when the surface temperature is at least 45 degrees F (7 degrees C) and rising. 620-3.2 EQUIPMENT. Equipment shall include the apparatus necessary to properly clean the existing surface, a mechanical marking machine, a bead and/or silica sand 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 marking machine suitable for application of traffic paint. It shall produce an even and uniform film thickness at the required coverage and shall apply markings of uniform cross sections and clear-cut edges without running or spattering and without over spray. Marathon Airport P-620-4 April, 1998 N :\DEIDRES\MARA THON\P-620.CH9 TABLE 1. APPLICATION RATES FOR PAINT, GLASS BEADS, AND SILICA SAND (CON'T) 620-3.3 PREPARATION OF SURFACE. Immediately before application of the paint, the surface shall be dry and free from dirt, grease, oil, laitance, or other foreign material which would reduce the bond between the paint and the pavement. The area to be painted shall be cleaned by sweeping and blowing or by other methods as required to remove all dirt, laitance, and loose materials. Paint shall not be applied to Portland cement concrete pavement until the areas to be painted are clean of curing material. Sandblasting or high pressure water shall be used to remove curing materials. 620-3.4 LAYOUT OF MARKINGS. The proposed markings shall be laid out in advance of the paint application. 620-3.5 APPLICATION. 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 have been approved by the Engineer. The paint shall be mixed in accordance with the manufacturer's instructions and applied to the pavement with a marking machine at the rate(s) shown in Table I. The addition of thinner will not be permitted. The plans shall indicate the period of time which shall elapse between placement of a bituminous surface course or seal coat and application of the paint. TABLE 1. APPLICATION RATES FOR PAINT, GLASS BEADS, AND SILICA SAND Paint Glass Beads, Type I, Glass Beads, Silica Sand Square feet per Gradation A Type ill Pounds per gallon gallon, ft2/gal Pounds per gallon of Pounds per gallon of of paint--Ib./gal. (Square meters paint--Ib./gal. paint--Ib./gal. (Kilograms per Paint Type per liter, m2/1) (Kilograms per liter (Kilograms per liter liter of paint--kg/I of paint--kg/I) of paint--kg/I Waterborne 115 ft2/gal. 7 Ib./gal. minimum 12 Ib./gal. minimum 4 Ib./gal. (0.85 kg/I) (1.45 kg/I) . . maxImum mInImum (2.8 m2/1) (0.5 kg/I) Solvent Base liS ft2/gal. 7 Ib./gal. minimum 12 Ib./gal. minimum 4 Ib./gal. maxImum (0.85 kg/I) (1.45 kg/I) mInImum (2.8 m2/1) (0.5 kg/I) Epoxy 90 ft2/gal. 15 Ib./gal. minimum 24 Ib./gal. minimum 8 Ib./gal. maxImum (1.8 kg/I) (2.9 kg/I) mInImum (2.2 m21I) (1.0 kglI) Marathon Airport P-620-5 April, 1998 N:\DEIDRES\MARA THON\P-620.CH9 Methacrylate 45 ft2/gal. maxImum (1.1 m2/1) 15 Ib.lgal. minimum (1.8 kg/I) 24 Ib.lgal. minimum (2.9 kg/I) 8lb.Jgal. mInImum $6,600.00 (1.0 kg/I) 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 the dimensions shall be within a tolerance of plus or minus 5 percent. 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 which is properly designed for attachment to the marking machine and suitable for dispensing glass beads. Glass beads shall be applied at the rate(s) shown in Table I. Glass beads shall not be applied to black paint. Glass beads shall adhere to the cured paint or all marking operations shall cease until corrections are made. All emptied containers shall be returned to the paint storage area for checking by the Engineer. The containers shall not be removed from the airport or destroyed until authorized by the Engineer. 620-3.6 PROTECTION. After application of the paint, all markings shall be protected from damage until the paint is dry. All surfaces shall be protected from disfiguration by spatter, splashes, spillage, or drippings of paint. METHOD OF MEASUREMENT 620-4.1 The quantity of pavement markings to be paid for shall be the number of square feet of painting performed in accordance with the specifications and accepted by the Engineer. BASIS OF PAYMENT 620-5.1 Payment shall be made at the respective contract price per square foot. This price shall be full compensation for furnishing all materials and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: P..620-5.1 Temporary or initial marking (yellow or white without reflective media at 50% application rate) P..620-5.2 Final marking - (waterborne) per square foot Marathon Airport P-620-6 April, 1998 N :\DEIDRES\MARA THON\P-620.CH9 ASTM C-146 ASTM C 371 ASTM D 92 ASTM D 711 ASTM D 968 ASTM D 1652 ASTM D 2074 ASTM D 2240 ASTM G 53 TESTING REQUIREMENTS Chemical Analysis of Glass Sand Wire-Cloth Sieve Analysis of Nonplastic Ceramic Powders Test Method for Flash and Fire Points by Cleveland Open Cup No-Pick-Up Time of Traffic Paint Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive Test Method for Epoxy Content of Epoxy Resins Test Method for Total Primary, Secondary, and Tertiary Amine Values of Fatty Amines by Alternative Indicator Method Test Method for Rubber Products-Durometer Hardness Operating Light and Water-Exposure Apparatus (Florescent UV-Condensation Type) for Exposure of Nonmetallic Materials. Federal Test Method Paint, Vamish, Lacquer and Related Materials; Methods of Inspection, Standard No. 141 Sampling and Testing ASTM D 476 MA TERIAL REQUIREMENTS Specifications for Titanium Dioxide Pigments Code of Federal Regulations 40 CFR Part 60, Appendix A 29 CFR Part 1910.1200 Fed. Spec. TT-B-1325 Beads (Glass Spheres) Retroreflective Fed. Spec. TT-P-85 Fed. Spec. TT-P-11O Fed. Spec. TT-P-1952 Federal Standard 595 Paint, traffic and Airfield Marking, Solvent Base Paint, Traffic Black (Nonreflectorized) Paint, traffic and Airfield Marking, Waterborne Colors used in Government Procurement END OF ITEM P-620 Marathon Airport P-620-7 April, 1998 N:\DEIDRES\MARA THON\P-620.CH9 SECTION D-750 TRENCH DRAINS 750-1 Description. In general, the work specified in this Section shaIl consist of the construction of Trench Drains, utilizing coarse aggregate, or baIlast rock when specified, and filter fabric, in accordance with these specifications and in conformity with the lines, grades, dimensions, notes and details shown in the plans. 750-2 Materials. 750-2.1 Pipe. Unless a particular type is specified in the plans, the pipe furnished shaIl be the foIl owing type: (a) Concrete Pipe (BeIl & Spigot): At the option of the Contractor, slotted or perforated concrete pipe may be used. Concrete pipe shaIl meet the minimum D-Ioad strength requirements of ASTM C 76M Class III pipe. Gaskets shaIl not be used, but the spigot shaIl be fuIly inserted in the beIl, and brought home. Slotted pipe shaIl conform to Roadway and Traffic Design Standards, Index No. 285. Perforated pipe shaIl have performations equaIly located 360 degrees around the pipe. There shaIl not be less than 320 10 mm round perforations per square meter of inside pipe surface. Perforations shaIl extend to within 150 mm of the beIl or spigot area. Other perforations not less than 8 mm nor more than 10 mm in the least dimension are permitted if they provide an opening area not less than 23 000 mm2 per square meter of pipe surface. 750-2.2 Coarse Aggregate: The Coarse Aggregate or BaIlast Rock shaIl meet the gradation requirements as specified for No.4 stone. 750-2.3 Select Fill: The select fiIl, unless otherwise caIled for shaIl consist of weIl-graded limerock or limerock and sand fill. Sand, or fiIl having a high proportion of sand, wiIl not be accepted as select fill. AIl select fiIl shaIl be approved by the Engineer prior to placing. 750-3 Excavating Trench. The trench shaIl be excavated carefuIly to such depths as required to permit the filter fabric and the coarse aggregate to be placed in accordance with the details shown on the plans. 750-4 Laying Pipe. AIl pipe shaIl be carefuIly laid in conformity with the lines and grades specified in the plans and in accordance with these specifications. Unless otherwise specified in the plans, the pipe shaIl be set with a.minimum cover of 0.9 m and a maximum cover of 1.7 m. 750-5 Placing Coarse Aggregate and Backfilling. After the pipe has been laid and the laying approved, the coarse aggregate or baIlast rock shaIl be placed carefuIly, so as not to disturb the pipe, around and over the pipe to a depth shown on the plans. The filter fabric shaIl then be folded over Marathon Airport D-750-1 April, 1998 N:\DEIDRES\MARA THON\D-750.WPD the coarse aggregate or ballast rock as shown on the plans, and the portion of the trench above the coarse aggregate filled with select fill material placed in layers not to exceed 150 mm compacted thickness in conformance to the lines and grades as shown on the plans. 750-6 Method of Measurement. The quantity of Trench Drains to be paid for under this Section shall be the length in feet measured in place, completed and accepted or paid for separately under the pay item D-750-7.1 "Trench Drain" per linear feet. 750-7 Basis of Payment. The quantities determined as provided above shall be paid for under linear feet of Trench Drains items as defined in 750-7.1. Such prices and payments shall be full compensation for all the work specified in this Section and shall include all materials and all excavation, and shall also include sheeting or shoring, if required, the disposal of surplus material, pavement restoration, backfilling and tamping, but shall not include payment for items paid for elsewhere in the specifications. Payment shall be made under item: Item No. D-750-7.1 Trench Drains - per linear feet. END OF ITEM D-750 Marathon Airport D-750-2 April, 1998 N :\DEIDRES\MARA THON\D-750. WPD ITEM T-901 SEEDING DESCRIPTION 901-1.1 This item shall consist of soil preparation, seeding with or without fertilizer and/or lime the areas shown on the plans or as directed by the Engineer in accordance with these specifications. MA TERIALS 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 Fed. Spec. JJJ-S-181. Seed shall be furnished separately or in mixtures in standard containers 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 Engineer 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 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. Seeds shall be applied as follows: Seed Rate Redtop Panicum (Panicum rigidulum) @ 8 1 b/acre Seashore Paspalum (Paspalum distichum) @ 8 lb/acre 901-2.2 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 be applied at the rate and to the depth specified herein, and shall meet the requirements of Fed. Spec. O-F-241 and 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 10-10-10 commercial fertilizer and shall be spread at the rate of 500 lb/acre. Marathon Airport T-901-1 April, 1998 N :\DEIDRES'"\IARA THON\T-90 l.F AA 901- 2.3 SOIL FO R 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 Engineer before being placed. CONSTRUCTION METHODS 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 which 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. This may 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, fiiable, reasonably free from large clods, rocks, large roots, or other undesirable matter, and if shaped to the required grade. However, 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. 3. F'ertilizing. Following advance preparations and cleanup fertilizer shall be uniformly spread at the rate which will provide not less than the minimum quantity stated in paragraph 901-2.3. b. Seeding. Grass seed shall be sown at the rate specified in paragraph 901-2.1 immediately after fertilizing, and 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. c. Rolling. After the seed has been properly covered, the seedbed shall be immediately compacted by means of an approved lawnroller, weighing 40 to 65 pounds per foot (60 to 97 kg per Marathon Airport T-901-2 April, 1998 N :\DEIDRES\MARA THON\T-90 I.F AA 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 pounds per square inch (690 kPa). The pump shall be mounted in a line which 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 (15 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 fertilil~ng and seeding operations. Not more than 220 pounds (100 kg) oflime 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. Brackish water shall not be used at any time. The Marathon Airport T-901-3 April, I 998 N :\DEIDRES\MARA THON\T -90 1.F AA Contractor shall identify to the Engineer all sources of water at least 2 weeks prior to use. The Engineer 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 which is disapproved by the Engineer following such tests. 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 2 hours from the time they were mixed or they shall be wasted and disposed of at locations acceptable to the Engineer. 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 (8 cm), 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 which 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 insure 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 which are to be mulched as indicated by the plans or designated by the Engineer, 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 Engineer. 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 Engineer. If at the time when the contract has been otherwise completed it is not possible to make an adequate determination of the color, density, and uniformity of such stand of grass, payment for the unaccepted portions of the areas seeded out of season will be withheld until such time as these requirements have been met. Marathon Airport T-901-4 April, 1 998 N :\DEIDRESIMARA THOl'<'\T-90 1.F AA METHOD OF MEASUREMENT 901-4.1 The quantity of seeding to be paid for shall be the number of acres 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 or fraction thereof, 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. Payment will be made under: ItemT -901-5.1 Seeding--per acre MA TERIAL REQUIREMENTS ASTM D 977 Emulsified Asphalt Fed. Spec. JJJ-S-181B Agricultural Seeds Fed. Spec. O-F-241D Commercial Mixed Fertilizer END OF ITEM T-901 Marathon Airport T-901-5 April, 1998 N:\DEIDRES\MARA THON\T-90 l.F AA ITEM T -904 SODDING DESCRIPTION 904-1.1 This item shall consist of furnishing, hauling, and placing approved live sod on prepared areas in accordance with this specification at the locations shown on the plans or as directed by the Engineer. MA TERIALS 904-2.1 SOD. Sod furnished by the Contractor shall have a good cover of living or growing grass. This shall be interpreted to include grass that is seasonally dormant during the cold or dry seasons and capable of renewing growth after the dormant period. All sod shall be obtained from areas where the soil is reasonably fertile and contains a high percentage of loamy topsoil. Sod shall be cut or stripped from living, thickly matted turf relatively free of weeds or other undesirable foreign plants, large stones, roots, or other materials which might be detrimental to the development of the sod or to future maintenance. At least 70% of the plants in the cut sod shall be composed of the species stated in the special provisions, and any vegetation more than 6 inches (ISO mm) in height shall be mowed to a height of 3 inches (75 mm) or less before sod is lifted. Sod, including the soil containing the roots and the plant growth showing above, shall be cut uniformly to a thickness not less than that stated in the special provisions. 904-2.2 LIME. Lime shall conform to the requirements of 901-2.2. 904-2.3 FERTILIZER. Fertilizer shall conform to the requirements of 901-2.3. 904-2.4 WATER. The water shall be sufficiently free from oil, acid, alkali, salt, or other harmful materials that would inhibit the growth of grass. It shall be subject to the approval of the Engineer prior to use. 904-2.5 SOIL FOR REPAIRS. The soil for fill and topsoiling of areas to be repaired shall conform to the requirements of 901-2.4. CONSTRUCTION METHODS 904-3.1 GENERAL. Areas to be solid, strip, or spot sodded shall be shown on the plans. Areas requiring special ground surface preparation such as tilling and those areas in a satisfactory condition which are to remain undisturbed shall also be shown on the plans. Suitable equipment necessary for proper preparation of the ground surface and for the handling and placing of all required materials shall be on hand, in good condition, and shall be approved by the Engineer before the various operations are started. The Contractor shall demonstrate to the Engineer before starting the various operations that the application of required materials will be made at the specified rates. Marathon Airport T-904-1 April, 1998 N :\DEIDRES\MARA THON\T -904.FAA 904-3.2 PREPARING THE GROUND SURFACE. After grading of areas has been completed and before applying fertilizer and limestone, areas to be sodded shall be raked or otherwise cleared of stones larger than 2 inches (50 nun) in any diameter, sticks, stumps, and other debris which might interfere with sodding, growth of grasses, or subsequent maintenance of grass-covered areas. If any damage by erosion or other causes occurs after grading of areas and before beginning the application of fertilizer and ground limestone, the Contractor shall repair such damage. This may include filling gullies, smoothing irregularities, and repairing other incidental damage. 904-3.3 APPLYING FERTILIZER AND GROUND LIMESTONE. Following ground surface preparation, fertilizer shall be uniformly spread at a rate which will provide not less than the minimum quantity of each fertilizer ingredient, as stated in the special provisions. If use of ground limestone is required, it shall then be spread at a rate which will provide not less than the minimum quantity stated in the special provisions. These materials shall be incorporated into the soil to a depth of not less than 2 inches (50 mm) by discing, raking, or other methods acceptable to the Engineer. Any stones larger than 2 inches (50 mm) in any diameter, large clods, roots, and other litter brought to the surface by this operation shall be removed. 904-3.4 OBTAINING AND DELIVERING SOD. After inspection and approval of the source of sod by the Engineer, the sod shall be cut with approved sod cutters to such a thickness that after it has been transported and placed on the prepared bed, but before it has been compacted, it shall have a uniform thickness of not less than 2 inches (50 mm). Sod sections or strips shall be cut in uniform widths, not less than 10 inches (250 mm), and in lengths of not less than 18 inches (45 cm), but of such length as may be readily lifted without breaking, tearing, or loss of soil. Where strips are required, the sod must be rolled without damage with the grass folded inside. The Contractor may be required to mow high grass before cutting sod. The sod shall be transplanted within 24 hours from the time it is stripped, unless circumstances beyond t!he Contractor's control make storing necessary. In such cases, sod shall be stacked, kept moist, and protected from exposure to the air and sun and shall be kept from freezing. Sod shall be cut and moved only when the soil moisture conditions are such that favorable results can be expected. Where the soil is too dry, permission to cut sod may be granted only after it has been watered sufficiently to moisten the soil to the depth the sod is to be cut. 904-3.5 LAYING SOD. Sodding shall be performed only during the seasons when satisfactory results can be expected. Frozen sod shall not be used and sod shall not be placed upon frozen soil. Sod may be transplanted during periods of drought with the approval of the Engineer, provided the sod bed is watered to moisten the soil to a depth of at least 4 inches (100 mm) immediately prior to laying the sod. The sod shall be moist'and shall be placed on a moist earth bed. pitch forks shall not be used to handle sod, and dumping from vehicles shall not be permitted. The sod shall be carefully placed by hand, edge to edge and with staggered joints, in rows at right angles to the slopes, commencing at the base of the area to be sodded and working upward. The sod shall immediately be pressed firmly into contact with the sod bed by tamping or rolling with approved equipment to provide a true and Marathon Airport T-904-2 April, 1998 N :\DEIDRES\MARA THON\T-904.F AA even surface, and insure knitting without displacement of the sod or deformation of the surfaces of sodded areas. Where the sod may be displaced during sodding operations, the workmen when replacing it shall work from ladders or treaded planks to prevent further displacement. Screened soil of good quality shall be used to fill all cracks between sods. The quantity of the fill soil shall not cause smothering of the grass. Where the grades are such that the flow of water will be from paved surfaces across sodded areas, the surface of the soil in the sod after compaction shall be set approximately 1 inch (25 mm) below the pavement edge. Where the flow will be over the sodded areas and onto the paved surfaces around manholes and inlets, the surface of the soil in the sod after compaction shall be placed flush with pavement edges. On slopes steeper than 1 vertical to 2-1/2 horizontal and in v-shaped or flat-bottom ditches or gutters, the sod shall be pegged with wooden pegs not less than 12 inches (300 mm) in length and have a cross-sectional area of not less than 3/4 square inch (18 square millimeter). The pegs shall be driven flush with the surface of the sod. 904-3.6 'WATERING. Adequate water and watering equipment must be on hand before sodding begins, and sod shall be kept moist until it has become established and its continued growth assured. In all cases, watering shall be done in a manner which will avoid erosion from the application of excessiv{~ quantities and will avoid damage to the finished surface. 904-3.7 ESTABLISHING TURF. a. General. The Contractor shall provide general care for the sodded areas as soon as the sod has been laid and shall continue until final inspection and acceptance of the work. b. Protection. All sodded areas shall be protected against traffic or other use by warning signs or barricades approved by the Engineer. c. Mowing. The Contractor shall mow the sodded areas with approved mowing equipment, depending upon climatic and growth conditions and the needs for mowing specific areas. In the event that weeds or other undesirable vegetation are permitted to grow to such an extent that, either cut or uncut, they threaten to smother the sodded species, they shall be mowed and the clippings raked and removed from the area. 904-3.8 REPAIRING. When the surface has become bullied or otherwise damaged during the period covered by this contract, the affected areas shall be repaired to re-establish the grade and the condition of the soil, as directed by the Engineer, and shall then be sodded as specified in 904-3.5. METHOD OF MEASUREMENT 904-4.1 This item shall be measured on the basis of the area in square yards (square meters) of the surface covered with sod and accepted. BASIS OF PAYMENT Marathon Airport T-904-3 April, 1998 N :\DEIDRES\MARA THON\T-904,FAA 904-5.1 This item will be paid for on the basis of the contract unit price per square yard (square meter) for sodding, which price shall be full compensation for all labor, equipment, material, staking, and incidentals necessary to satisfactorily complete the items as specified. Payment will be made under: Item T-904-5.1 Sodding--per square yard (square meter) END OF ITEM T-904 Marathon Airport T -904-4 April, 1998 N :\DEIDRES\MARA THON\T -904.FAA 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 Engineer. 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. Low grade, musty, spoiled, partially rotted hay, straw, or other materials unfit for animal consumption will be acceptable. Mulch materials, which contain matured seed of species which would volunteer and be detrimental to the proposed overseeding, or to surrounding farm land, will not be acceptable. Straw or other 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. Hay. Hay shall be native hay, sudan grass hay, broomsedge hay, legume hay, or similar hay or grass dippings. b. Straw. Straw shall be the threshed plant residue of oats, wheat, barley, rye, or rice from which grain has been removed. c. Hay Mulch Containing Seed. Hay mulch shall be mature hay containing viable seed of native grasses or other desirable species stated in the special provisions or as approved by the Engineer. The hay shall be cut and handled so as to preserve the maximum quantity of viable seed. Hay mulch which cannot be hauled and spread immediately after cutting shall be placed in weath~~r-resistant stacks or baled and stored in a dry location until used. d. Manufactured Mulch. Cellulose-fiber or wood-pulp mulch shall be products commercially available for use in spray applications. e. Asphalt Binder. Asphalt binder material shall conform to the requirements of ASTM D 977, Type SS-l or RS-l. 908-2.2 lNSPECTION. Within 5 days after acceptance of the bid, the Engineer 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. These samples may be used as standards with the approval of the Engineer and any materials brought on the site which do not meet these standards shall be rejected. Marathon Airport T -908-1 April, 1998 N :IDEI DRESlMARA mONlT .908.F AA 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 applied immediately after seeding. The spreading of the mulch may be by hand methods, blower, or other mechanical methods, provided a uniform covering is obtained. Mulch material shall be furnished, hauled, and evenly applied on the area shown on the plans or designated by the Engineer. Straw or hay shall be spread over the surface to a uniform thickness at the rate of 2 to 3 tons per acre (1800-2700 kg per acre) to provide a loose depth of not less than 1-1/2 inches (37 cm) nor more than 3 inches (75 mm). Other organic material shall be spread at the rate directed by the Engineer. Mulch may be blown on the slopes and the use of cutters in the equipment for this purpose will be permitted to the extent that at least 95% of the mulch in place on the slope shall be 6 inches (150 mm) or more in length. When mulches applied by the blowing method are cut, the loose depth in place shall be not less than I inch (25 mm) nor more than 2 inches (50 mm). 908-3.2 SECURING MULCH. The mulch shall be held in place by light discing, a very thin covering of topsoil, small brush, pins, stakes, wire mesh, asphalt binder, or other adhesive material approved by the Engineer. Where mulches have been secured by either of the asphalt binder methods, it will not be permissible to walk on the slopes after the binder has been applied. The Contractor is warned that in the application of asphalt binder material he must take every precaution to guard against damaging or disfiguring structures or property on or adjacent to the areas worked and that he will be held responsible for any such damage resulting from his/her operations. If the "peg and string" method is used, the mulch shall be secured by the use of stakes or wire pins driven into the ground on 5-foot (150 m) centers or less. Binder twine shall be strung between adjacent stakes in straight lines and crisscrossed diagonally over the mulch, after which the stakes shall be firmly driven nearly flush to the ground to draw the twine down tight onto the mulch. 908-3.3 CARE AND REPAIR. a. The Contractor shall care for the mulched areas until final acceptance of the project. Such care shall consist of providing protection against traffic or other use by placing warning signs, as approved by the Engineer, 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 mulching that is defective or becomes damaged until the project is finally accepted. When, in the judgment of the Engineer, such defects or 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. However, once the Contractor has completed the mulching of any area in accordance with the provisions of the specifications and to the satisfaction of the Engineer, no additional work at his/her expense will be required, but subsequent repairs and Marathon Airport T -908-2 April, 1998 NIDE IDRESlMARA THONlT-908 FAA replacements deemed necessary by the Engineer shall be made by the Contractor and will be paid for as additional or extra work. (~. If the "asphalt spray" method is used, all mulched surfaces shall be sprayed with asphalt binder material so that the surface has a uniform appearance. The binder shall be uniformly applied to the mulch at the rate of approximately 8.0 gallons (32 liters) per 1,000 square feet (100 square meters), or as directed by the Engineer, with a minimum of 6.0 gallons (24 liters) and a maximum of 10 gallons (40 liters) per 1,000 square feet (100 square meters) depending on the type of mulch and the effectiveness of the binder securing it. Bituminous binder material may be sprayed on the mulched slope areas from either the top or the bottom of the slope. An approved spray nozzle shall be used. The nozzle shall be operated at a distance of not less than 4 feet (120 cm) from the surface of the mulch and uniform distribution of the bituminous material shall be required. A pump or an air compressor of adequate capacity shall be used to insure uniform distribution of the bituminous material. d. lIthe "asphalt mix" method is used, the mulch shall be applied by blowing, and the asphalt binder material shall be sprayed into the mulch as it leaves the blower. The binder shall be uniformly applied to the mulch at the rate of approximately 8.0 gallons (32 liters) per 1,000 square feet (100 square meters) or as directed by the Engineer, with a minimum of6.0 gallons (24 liters) and a maximum of 10 gallons ( 40 liters) per 1,000 square feet (100 square meters) depending on the type of mulch and the effectiveness of the binder securing it. METHOD OF MEASUREMENT 908-4.1 Mulching shall be measured in acres 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 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 MA TERIAL REQUIREMENTS ASTM D 977 Emulsified Asphalt END OF ITEM T-908 Marathon Airport T -908-3 April, 1998 N :\DEIDRESIMARA 1lI0NlT.908.F AA ITEM L-108 INST ALLA TION OF UNDERGROUND CABLE FOR AIRPORTS DESCRIPTION 108-1.1 This item shall consist of furnishing and installing underground cable in accordance with these specifications at the locations shown in the plans. This item shall include the excavation and backfill of the trench and the installation of cable and counterpoise wire in trench, duct or conduit. It shall include splicing, cable marking, and testing of the installation and all incidentals necessary to place the cable in operating condition as a completed unit to the satisfaction of the Engineer. This item shall not include the installation of the duct or conduit. EQUIPMENT AND MATERIALS 108-2.1 GENERAL. a. Airport lighting equipment and materials covered by Federal Aviation Administration (FAA) specifications shall have the prior approval of the FAA, and are listed in Advisory Circular (AC) 150/5345-1, Approved Airport Equipment. 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 Engineer. 108-2.2 CABLE. Underground cable shall conform to the requirements of AC 150/5345-7, Specification for L-824 Underground Electrical Cable for Airport Lighting Circuits. If telephone control cable is specified, copper shielded, polyethylene insulated and jacketed, No. 19 A WG telephone cable conforming to the United States Department of Agriculture, Rural Electrification Administration (REA) Bulletin 345-14, REA Specification for Fully Color-Coded. Polyethylene Insulated, Double Polyethylene-Jacketed Telephone Cables for Direct Burial, shall be used. Where counterpoise conductors are to be installed and where soil conditions would adversely affect bare copper wire, thermoplastic wire conforming to Fed. Spec. J-C-30, Type TW, 600 volt, may be used. Cable type, size, number of conductors, strand and service voltage shall be specified in the plans and/or proposal. 108-2.3 BARE COPPER WIRE (COUNTERPOISE). Bare copper wire for counter-poise installations shall be stranded wire conforming to ASTM Specifications B 3 and B 8. Counterpoise wire embedded in trench concrete backfill material shall be No.6 stranded bare copper type THHN, 600 volt, nylon jacketed PYC insulated conforming to Federal Specification J-C-30. Marathon Airport L-108-1 April. 1998 N :\DEIDRES\MARA THON\L-I 08.FAA 108-2.4 CABLE CONNECTIONS. In-line connections of underground primary cables shall be of the type called for in the plans or in the proposal, and shall be one of the types listed below. When the plans or the proposal permit a choice of connection, the Contractor shall indicate in the bid the type of connection he proposes to furnish. a. The Vulcanized Splice. A vulcanized splice employing Joy Manufacturing Company's Vulcanizing Kit No. X-1604-8 or equal is approved for field vulcanized splices. The proper molds for various cable sizes shall be used. b. The Field-attached Plug-in Splice. Figure 3 of AC 150/5345-26, Specification for L-823 Plug and Receptacle, Cable Connectors, employing connector kits, is approved for field attachment to single conductor cable. c. The Factory-Molded Plug-in Splice. Specification for L-823 Connectors, Factory-Molded to Individual Conductors, are approved. 108-2.5 CONCRETE. Concrete shall conform to Florida Department of Transportation (FOOT) "Specification for road and bridge Construction" Section 345 Class I, with a minimum 28-day compressive strength of 3000 psi. CONSTRUCTION METHODS 108-3.1 GENERAL. The Contractor shall install the specified cable at the approximate locations indicated in the airport lighting layout plans. The Engineer shall indicate specific locations. Cable connections between lights will be permitted only at the light locations for connecting the underground cable to the primary leads of the individual insulating 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 Engineer or shown in the plans. 108-3.2 INSTALLATION IN DUCT OR CONDUIT. This item includes the installation of the cable in duct or conduit as described below. 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 in accordance with the latest National Electric Code, or the code of the local agency having jurisdiction. The Contractor shall make no connections or joints of any kind in cables installed in conduits or ducts. The duct or conduit shalt be installed as a separate item in accordance with Item L-II 0, "Installation of Airport Underground Electrical Duct." The Contractor shall make sure that the duct is open, continuous, and clear of debris before installing cable. The cable shall be installed in a manner to prevent harmful stretching of the conductor, injury to the insulation, or damage to the outer protective covering. The ends of all cables shall be sealed with moisture-seal tape 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 duct under the same contract, all cable shall be pulled in the duct at the same time. Marathon Airport L-108-2 April, 1998 N :\DEIDRES\MARA THON\L-l 08.FAA The pulling of a cable through ducts or conduits may be accomplished by handwinch or power winch with the use of cable grips or pulling eyes. Pulling tensions should be governed by recommended standard practices for straight pulls or bends. A lubricant recommended for the type of cable being installed shall be used where pulling lubricant is required. Duct or conduit markers temporarily removed for excavations shall be replaced as required. 108-3.3 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 shoulder surface is disturbed. Road patrols or 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 (45 cm) below finished grade, except as follows: a. When off the airport or crossing under a roadway or driveway, the minimum depth shall be 36 inches (90 cm) unless otherwise specified. b. Minimum cable depth when crossing under a railroad track, shall be 42 inches ( 105 cm) unless otherwise specified. The Contractor shall excavate all cable trenches to a width not less than 6 inches (150 mm). The trench shall be widened where more than two cables are to be installed parallel in the same trench. Unless otherwise specified in the plans, all cables in the same location and running in the same general direction shall be installed in the same trench. When rock excavation 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 mm) sieve. The Contractor shall ascertain the type of soil or rock to be excavated before bidding. All excavation shall be unclassified. 108-3.4 INST ALLA TION IN TRENCHES. The Contractor shall not use a cable plow for installing the cable. Mechanical cable-laying equipment may be used in conjunction with a trenching machine if specified on project plans and specifications; and it should provide for physical inspection of cable prior to backfilling. Sharp bends or kinks in the cable shall not be permitted. Cables shall be unreeled 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. Where two or more cables are laid parallel in the same trench, they shall be placed laterally a minimum distance of 3 inches (75 mm) apart, and the trench shall be widened sufficiently to accomplish this. Cables crossing over each other shall have a minimum of 3-inch (75 mm) vertical displacement with the topmost cable depth at or below the minimum required depth below finished grade. Marathon Airport L-108-3 April, 1998 N:\DEIDRES\MARA THON\L-108.FAA Not less than I foot (30 cm) of cable slack shall be left on each side of all connections, insulating transfonners, light units, and at all other points where cable is connected to field equipment. The slack cable shall be placed in the trench in a series of S curves. Additional slack cable shall be left in runway light bases, handholes, manholes, etc., where it is required to bring the cable above ground level to make connections. The amount of slack cable shall be stipulated by the Engineer, or as shown in the plans and specifications. 108-3.5 BACKFILLING. After the cable has been installed, the trench shall 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 m) 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 I-inch (25.0 mm) sieve. The remainder of the backfill shall be excavated or imported mineral and shall not contain stone or aggregate larger than 4 inches (100 mm) maximum diameter. The third and subsequent layers of the backfill shall not exceed 8 inches (200 mm) in maximum depth, loose measurement. Trenches shall not be excessively wet and 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 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 in accordance with instructions issued by the Engineer. 108-3.6 RESTORATION. Where sod has been removed, it shall be replaced as soon as possible after the backfilling is completed. All areas disturbed by the trenching, storing of dirt, cable laying, pad construction, and other work shall be restored to its original condition. The restoration shall include any necessary topsoiling, fertilizing, liming, seeding, sodding, sprigging or mulching. All such work shall be performed in accordance with the FAA standard turfing specifications. the Contractor shall be held responsible for maintaining all disturbed surfaces and replacements until final acceptance. 108-3.7 CABLE MARKERS. The location of runway light circuits shall be marked by a concrete slab marker, 2 feet (60 cm) square and 4 inches (100 mm) thick, extending approximately I inch (25 mm) above the surface. Each cable run from the line of runway lights to the equipment vault shall also be marked at approximately every 200 feet (60 m) along the cable run, with an additional marker at each change of direction of cable run. All other cable buried directly in the earth shall be marked in the same manner. The Contractor shall not install slab markers where cable lies in straight lines between obstruction light poles which are spaced 300 feet (90 m) apart, or less. Cable markers shall be installed immediately 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 II2 inch (12 mm) and 1/4 inch (6 mm) deep. The location of each underground cable connection, except at lighting units or insulating transformers, shall be marked by a concrete marker slab placed above the connection. The Contractor shall impress the word "splice" on each slab. He also shall impress additional circuit identification symbols on each slab if so desired by the Engineer. Marathon Airport L-l08-4 April. 1998 N :\DEIDRES\MARA THON\L-l 08.FAA 108-3.8 SPLICING. Connections of the type shown in the plans shall be made by experienced personm~1 regularly engaged in this type of work and shall be made as follows: a. Vulcanized Splices. These shall be made by using crimp connectors for joining conductors. The splice shall be made, using compounds furnished by the manufacturer, in accordance with hislher instructions and to the satisfaction of the Engineer. b. Field-attached Plug-in Splices. These shall be assembled in accordance with manufacturer's instructions. These splices shall be made by plugging directly into mating connectors. In all cases the joint where the connectors come together shall be 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 (37 mm) on each side of the joint. c. Factory-Molded Plug-in Splices. These shall be made by plugging directly into mating connectors. In all cases, the joint where the connectors come together shall be 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 (37 mm) on each side of the joint. 108-3.9 BARE COUNTERPOISE WIRE INST ALLA TION AND GROUNDING FOR LIGHTNING PROTECTION. If shown in the plans or specified in job specifications, a stranded bare copper wire, No.6 A WG minimum size, shall be installed for lightning protection of the underground cables. The bare counterpoise wire shall be installed in the same trench for the entire length of the insulated cables it is designed to protect, and shall be placed at a distance of approximately 4 inches (100 mm) from the insulated cable. The counterpoise wire shall be securely attached to each light fixture base, or mounting stake. The counterpoise wire shall also be securely attached to copper or copper-clad ground rods installed not more than 500 feet (150 m) apart around the entire circuit. The ground rods shall be of the length and diameter specified in the plans, but in no case shall they be less than 8-feet (240 cm) long nor less than 5/8 inch (15 mm) in diameter. The counterpoise system shall terminate at the transformer vault or at the power source. It shall be securely attached to the vault or equipment grounding system. The connections shall be made as shown in the project plans and specifications. 108-3.10 TESTING. The Contractor shall furnish all necessary equipment and appliances for testing the underground cable circuits after installation. The Contractor shall test and demonstrate to the satisfaction of the Engineer the following: a. That all lighting power and control circuits are continuous and free from short circuits. b. That all circuits are free from unspecified grounds. c. That the insulation resistance to ground of all nongrounded series circuits is not less than 50 megohms. Marathon Airport L-108-5 April. 1998 N :\DEIDRES\MARA THON\L-I 08.FAA d. That the insulation resistance to ground of all non grounded conductors of multiple circuits is not less than 50 megohms. e. That all circuits are properly connected in accordance with applicable wiring diagrams. f. That all circuits 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. METHOD OF MEASUREMENT 108-4.1 Trenching shall be measured by the linear feet (meters) of trench, including the excavation, backfill, and reconditioning, completed, measured as excavated, and accepted as satisfactory. When specified in the proposal, separate measurement shall be made for trenches of various specified widths. 108-4.2 Cable or counterpoise wire installed in trench, duct or conduit shall be measured by the number of linear feet (meters) of cable or counterpoise wire installed in trenches, ready for operation, and accepted as satisfactory. Separate measurement shall be made for each cable or counterpoise wire installed in trench. 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, duct or conduit in place by the Contractor and accepted by the Engineer. 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 necessary to complete this item. Payment will be made under: Item L-I 08-5.1 New 1/c No.8 Light Cable L-824, 5KV -- per linear foot Item L-108-5.2 New No.6 Bare Copper Counterpoise Wire (Stranded) installed in trench, including ground rods and ground connectors -- per linear foot MA TERIAL REQUIREMENTS 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 Marathon Airport L-108-6 April, 1998 N :\DEIDRES\MARA THON\L-l 08.FAA Fed.Spec.J-C-30 Cable and Wire, Electrical Power, Fixed Installation HH-I-595 Insulation Tape, Electrical, Pressure-Sensitive Adhesive, Plastic, for Low-Temperature Application AST;\1 B 3 Soft or Annealed Copper Wire ASTM B 8 Concentric-lay-Stranded Cooper Conductor, Hard, Medium-Hard, or Soft Mll..-I-3825 Insulation Tape, Electrical, Self-Fusing, For Use in Electronics, Communications, and Allied Equipment MIL-I-7798 Insulation Tape, Electrical, Pressure-Sensitive Adhesive, Plastic END OF ITEM L-I08 Marathon Airport L-108-7 April, 1998 N:\DEIDRES\MARA THON\L-I08.FAA ITEM L-110 INSTALLATION OF AIRPORT UNDERGROUND ELECTRICAL DUCT DESCRIPTION 110-1.1 This item shall consist of underground electrical ducts installed in accordance with this specification at the locations and in accordance with the dimensions, designs, and details shown in the plans. This item shall include the installation of all underground electrical ducts or underground conduits. It shall also include all trenching, backfilling, removal, and restoration of any paved areas; manholes, concrete encasement, mandreling installation of steel drag wires and duct markers, capping, and the testing of the installation as a completed duct system ready for installation of cables, to the satisfaction of the Engineer. EQUIPMENT AND MATERIALS 110-2.1 GENERAL. 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 Engineer. 110-2.2 STEEL CONDUIT. Rigid steel conduit and fittings shall conform to the requirements of Underwriters Laboratories Standard 6, 514, and 1242. 110-2.3 CONCRETE. Concrete shall conform to Florida Department of Transportation (FOOT) "Specifications for Road and Bridge Construction" Section 345, Class I, with a minimum 28-day compressive strength of 3000 psi. The concrete supplier (ready-mix company) shall submit a certification to the Engineer prior to start of work that all concrete delivered meets the requirements of Section 345 for Class I concrete with a minimum 3000 psi compressive strength. Each truckload of ready-mix delivered must be accompanied with the certification stipulated in Section 345-43. Failure to provide the certifications shall result in the concrete being rejected. 110-2.4 PLASTIC CONDUIT. Plastic conduit and fittings shall conform to the requirements of Fed. Spec.. W -C-1094 and shall be one of the following, as specified in the proposal: a. Type I - suitable for underground use either directly in the earth or encased in concrete. b. Type II - suitable for either above ground or underground use. CONSTRUCTION METHODS 110-3.1 GENERAL. The Contractor shall install underground ducts at the approximate locations indicated in the airport layout plans. The Engineer shall indicate specific locations as the work Marathon Airport L-IlO-1 April. 1998 N:\DEIDRES\MARATHON\L-IIO.FAA progresses. Ducts shall be of the size, material, and type indicated in the plans or specifications. Where no size is indicated in the plans or specifications, the ducts shall be not less than 3 inches (75 mm) inside diameter. All duct lines shall be laid so as to grade toward handholes, manholes and duct ends for drainage. 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 lines shall be graded from the center in both directions toward manholes, handholes, or duct ends. Pockets or traps where moisture may accumulate shall be avoided. The Contractor shall mandrel each duct. An iron-shod mandrel, not more than 1/4-inch (6 mm) smaller than the bore of the duct shall be pushed through each duct by means of jointed conduit rods. The mandrel shall have a leather or rubber gasket slightly larger than the duct hole. All ducts installed shall be provided with a No. 10 gauge galvanized iron or steel drag wire for pulling the permanent wiring. Sufficient length shall be left in manholes or handholes to bend the drag wire: back to prevent it from slipping back into the duct. Where spare ducts are installed, as indicated on the plans, the open ends shall be plugged with removable tapered plugs, designed by the duct manufacturers, or with hardwood plugs conforming accurately to the shape of the duct and having the larger end of the plug at least 1/4-inch (6 mm) greater in diameter than the duct. All ducts shall be securely fastened in place during construction and progress of the work and shall be plugged to prevent seepage of grout, water, or dirt. Any duct section having a defective joint shall not be ins.talled. All ducts, except steel conduit, installed under runways, taxiways, aprons, and other paved areas shall be encased in a concrete envelope. Where turf is well established and the sod can be removed, it shall be carefully stripped and properly stored. Trenches for ducts may be excavated manually or with mechanical trenching equipment. Walls of trenches shall be essentially vertical so that a minimum of shoulder surface is disturbed. Blades of road patrols or graders shall not be used to excavate the trench. The Contractor shall ascertain the type of soil or rock to be excavated before bidding. All excavation shall be unclassified. 110-3.2 DUCTS ENCASED IN CONCRETE. Unless otherwise shown in the plans, concrete-encased ducts shall be installed so that the top of the concrete envelope is not less than 18 inches (4:5 em) below the finished subgrade where installed under runways, taxiways, aprons, or other paved areas, and not less than 18 inches (45 em) below finished grade where installed in unpaved areas. Ducts under paved areas shall extend at least 3 feet (90 em) beyond the edges of the pavement or 3 feet (90 em) beyond any underdrains which may be installed alongside the paved area. Trenches for concrete-encased ducts shall be opened the complete length before concrete is laid so that if any obstructions are encountered, proper provisions can be made to avoid them. All ducts for concrete encasements shall be placed on a layer of concrete not less than 3 inches (75 mm) thick prior to its initial set. Where two or more ducts are encased in concrete, the Contractor shall space them not less than 1-1/2 inches (37 mm) apart (measured from outside wall to outside wall) Marathon Airport L-11O-2 April, 1998 N:\DEIDRES\MARATHON\L-llO.FAA using spacers applicable to the type of duct. As the duct laying progresses, concrete not less than 3 inches (75 mm) thick shall be placed around the sides and top of the duct bank. End bells or couplings shall be installed flush with the concrete encasement where required. 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 otherwise 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 (ISO cm) intervals. When clay or soapstone ducts are specified, they shall be installed with concrete encasement as described above. Clay conduit shall be of the single-bore type. Where the self-centering socket-joint type of single clay duct is used, conduit shall be built up, tier by tier, and separated only by sufficient mortar or fine aggregate concrete to bed the ducts evenly and fill all voIds between ducts. Single ducts shall be jointed together and the joints grouted with portland cement mortar. A suitable gasket (of rubber or other approved material) shall first be placed in the receptacle end of the duct, prior to the joining operation, in order to exclude all mortar from the duct. Where the square bore butt-joint type of clay duct, single or multicell, is used, sections shall be aligned with at least four steel dowel pins and joints wrapped with duct tape 6 inches (ISO mm) wide and lapped 6 inches (ISO mm). All joints in a bank of single-bore ducts shall be staggered, beginning evenly from the manhole or handhole, by means of short lengths 6, 8, 9, 12, and 15 inches (ISO, 200, 230, 300, 380 mm) long. Cement mortar shall be trow led around each and every joint. V oids in the duct bank, caused by the external shape of the comers of the conduit, shall also be filled with mortar. The joining and joints of soapstone duct shall be done in accordance with the manufacturer's recommendations. 110-3.3 DUCTS WITHOUT CONCRETE ENCASEMENT. Trenches for single-duct lines shall be not less than 6 inches (150 mm) nor more than 12 inches (300 mm) wide, and the trench for 2 or more ducts installed at the same level shall be proportionately wider. Trench bottoms for ducts without concrete encasement shall be made to conform accurately to grade so as to provide uniform support for the duct along its entire length. 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 duct. 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 mm) sieve. The bedding material shall be tamped until firm. Unless otherwise shown in plans, ducts for direct burial shall be installed so that the tops of all ducts are at least 18 inches (45 cm) below the finished grade. When two or more ducts are installed in the same trench without concrete encasement, they shall be spaced not less than 2 inches (50 mm) apart (measured from outside wall to outside wall) in a horizontal direction and not less than 6 inches (ISO mm) apart in a vertical direction. Marathon Airport L-llO-3 April, 1998 N:\DEtDRES\MARATHON\L-IIO.FAA Trenches shall be opened the complete length before duct is installed so that if any obstructions are encountered, proper provisions can be made to avoid them. 110-3.4 DUCT MARKERS. The location of the ends of all ducts shall be marked by a concrete slab marker 2 feet (60 cm) square and 4 inches (100 mm) thick extending approximately 1 inch (25 mm) above the surface. The markers shall be located above the ends of all ducts or duct banks, except where ducts terminate in a handhole, manhole, or building. The Contractor shall impress the word "duct" on each marker slab. He shall also impress on the slab the number and size of ducts beneath the marker. 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. 110-3.5 BACKFILLING. After concrete-encased ducts have been properly installed and the concrete has had time to set, the trench shall be backfilled in at least two layers with excavated material not larger than 4 inches (100 mm) in diameter and thoroughly tamped and compacted to at least the density of the surrounding undisturbed soil. If necessary to obtain the desired compaction, the backfill material shall be moistened or aerated as required. Trenches shall not be excessively wet and 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 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 in accordance with instructions issued by the Engineer. For ducts without concrete envelope, 8 inches (200 cm) of sand, soft earth, or other fine fill (loose measurement) shall be placed around the ducts and carefully tamped around and over them with hand tampers. The remaining trench may be filled with regular run of excavated material and thoroughly tamped as specified above. 110-3.6 RESTORATION. Where sod has been removed, it shall be replaced as soon as possible after the backfilling is completed. All areas disturbed by the trenching, storing of dirt, cable laying, pad construction and other work shall be restored to its original condition. The restoration shall include any necessary topsoiling, fertilizing, liming, seeding, sprigging, or mulching. All such work shall be performed in accordance with the FAA Standard Turfing Specifications. The Contractor shall be held responsible for maintaining all disturbed surfaces and replacements until final acceptance. Marathon Airport L-llO-4 April. 1998 N:\DEIDRES\MARATHON\L-IIO.FAA METHOD OF MEASUREMENT 110-4.1 Underground duct shall be measured by the linear feet (meter) of duct installed, 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 for each type and size of single-way or multi-way duct completed and accepted. 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, duct markers and incidentals necessary to complete this item. Payment will be made under: Item L-llO-5.1 New Concrete Encased 2W4 Duct, PVC Schedule 40 -- per linear foot MATERIAL REQUIREMENTS Fed.Spec.W-C-57I Conduit and Fittings, Nonmetal, Rigid; (Asbestos-Cement or Fire-Clay Cement), (For Electrical Purposes) Fed.Spec.W-C-1094 Conduit and Fittings; Nonmetallic, Rigid, (Plastic) Underwriters Laboratories Standard 6 Underwriters Laboratories Standard 514 Underwriters Laboratories Standard 543 Underwriters Laboratories Standard 1242 Rigid Metal Conduit Fittings for Conduit and Outlet Boxes Impregnated-Fiber Electrical Conduit Intermediate Metal Conduit END OF ITEM L-110 Marathon Airport L-11O-5 April, 1998 N:\DEIDRES\MARATHON\L-IIO.FAA ITEM L-125 - INSTALLATION OF AIRPORT LIGHTING SYSTEMS DESCRIPTION 125-1.1 This item shall consist of airport lighting systems furnished or relocated and installed including the installation of mandatory and information signs in accordance with this specification, the referenced specification, and the applicable Advisory Circulars. The systems are installed at the location 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 Engineer. 125-1.2 Additional details pertaining to a specific system covered in this item are contained in the latest edition of Advisory Circulars listed below: a. AC 150/5340-4, Installation Details for Runway Centerline and Touchdown Zone Lighting Systems. b. AC 150/5340-18C, Standard for Airport Sign System. (:. AC 150/5340-24, Runway and Taxiway Edge Lighting System. d. AC 150/5345-XX, Unlighted Taxiway and Runway Signs. 125-2 EQUIPMENT AND MATERIALS 125-2.1 GENERAL. 3.. Airport lighting equipment and materials covered by FAA specifications shall have the prior approval of the Federal Aviation Administration, Airports Service, Washington, D.C. 20591, and shall be listed in the latest edition Of Advisory Circular 150/5345-1, Approved Airport Lighting Equipment. b. All other equipment and materials covered by other referenced specifications shall be subject to acceptance through the manufacturer's certification of compliance with the appl.icable specification, when requested by the Engineer. c. A list of applicable Standards and Advisory Circulars for equipment and materials required for a particular system is contained in Paragraph 125-6. Marathon Airport April, 1998 N:\DEIDRES\MARA THON\L-125. WP5 L-125-1 125-2.2 TAPE. Rubber and plastic electrical tapes shall be Scotch Electrical Tape Numbers 23 and 88, respectively, as manufactured by the Minnesota Mining and Manufacturing Company, or an approved equal. 125-2.3 CONCRETE. Concrete shall conform to Florida Department of Transportation (FDOT) "Specifications for Road and Bridge Construction" Section 345, Class I, with a minimum 28-day compressive strength of 3000 psi. The concrete supplier (ready-mix company) shall submit a certification to the Engineer prior to start of work Ithat all concrete delivered meets the requirements of Section 345 for Class I concrete with a minimum 3000 psi compressive strength. Each truckload of ready-mix delivered must be accompanied with the certification stipulated in Section 345-43. Failure to provide the certifications shall result in the concrete being rejected. 125-2.4 CONDUIT. Rigid steel conduit and fittings shall conform to the requirements of Underwriters Laboratories Standard 6, 514 and 1252. Flexible metal conduit and fittings shall be liquid-tight and shall conform to UL360. 125-2.5 SQUEEZE CONNECTORS. Squeeze connectors, if specified, shall be equal to Crouse-Hinds Company, type CGB cable connector with neoprene rubber bushing. 125-2.6 TEES. Large radius bend tees, if specified, shall be equal to Crouse-Hinds Company No. ET or equal. 125-2. 7 HEAT SHRINKABLE TUBING KIT. Heat shrinkable tubing kits shall be equal to type APL, as manufactured by Raychem Corporation. 125-2.8 SAFETY SWITCHES. Safety switches shall be heavy duty, quick-make, quick- break, with visible blades. Enclosure shall have interlocks to prevent operation when cover is open and to prevent cover from being opened when switch is in "ON" position. 125-2.9 INFORMATIONAL AND MANDATORY SIGN. Signs shall be installed as per AC No. l50/5345-XX "Specifications for Unlighted Taxiway and Runway Signs." 125-3 CONSTRUCTION METHODS 125-3.1 GENERAL. The installation and testing details for the systems shall be as specified in the applicable AdvisC?ry Circulars or manufacturers specifications as approved by the Engineer. The contractor shall ascertain that all lighting system components furnished by him (including FAA Approved Equipment) are compatible in all respects with each other and remainder of the new/existing system. Any non-compatible components furnished by this contractor shall be replaced by him, at no additional cost to the Airport sponsor, with a similar unit, approved by the Engineer Marathon Airport April, 1998 N:\DEIDRES\MARA THONlL-125. WP5 L-125-2 (different model or different manufacture) that is compatible with the remainder of the airport lighting system. Wiring diagrams shown on Drawings are generic and may not reflect actual field conditions or specific equipment requirements. The Contractor shall verify field conditions and follow instructions in installation manuals provided by equipment manufacturer and, if required, make the necessary modifications to insure proper operation of equipment. 125-3.2 PLACING EQUIPMENT. All new or relocated equipment shall be installed at the location indicated in the plans or as directed by the Engineer. All bolts or threaded parts, such as breakable couplings, shall be greased with an antirust compound such as "Never-Seez." 125-3.3 OPERATING MANUALS. Operating manuals shall be submitted for all principal items of electrical equipment. The submittal of manuals shall be submitted prior to Final Acceptance. The manuals shall be complete with operational and repair part data on all component devices in the principal equipment for which the manuals are submitted. The Contractor shall also provide to the Owner's authorized representative instructions in the operation and maintenance of the systems at such times as directed by the Owner. 125-4 METHOD OF MEASUREMENT 125-4.1 The quantity of units to be paid for under this items shall be the number of each type installed as completed units in place, ready for operation, and accepted by the Engineer. 125-5 BASIS OF PAYMENT 125-5.1 Payment will be made at the Contract unit price for each complete unit, that is installed in place, removed, relocated, or raised by the Contractor and accepted by the Engineer. 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 these items. Payment will be made under: Item L-125-5.1 Installation of New Taxiway Stake Mounted Edge Lights (provided by Owner) -- per each. Item L-125-5.2 Taxiway Stake Mounted Edge Lights Removal and Reinstallation of Existing Taxiway Stake Mounted Edge Lights -- per each. Itc~m L-125-5.3 Taxi Retroreflective Signs -- per each. Marathon Airport L-125-3 April, 1998 N:\DEIDRES\MARA THON\L-125.WP5 125-6 MATERIAL REQUIREMENTS Underwriters Laboratories Underwriters Laboratories Underwriters Laboratories AC 150/5345-3 AC 150/5345-42 AC 150/5345-46 AC 150/5345-47 AC 150/5345-51 Rigid Metal Conduit - Standard 6 Liquid- Tight Flexible Conduit - Standard 360 Fittings for Conduit and Outlet Boxes - Standard 514 Specification For L-82l Panels For Remote Control of Airport Lighting Specification For Airport Light Base and Transformer Housings, Junction Boxes and Accessories Specification For Runway and Taxiway Light Fixtures Isolation Transformers For Airport Lighting Equipment Specification For Discharge Type Flashing Light Equipment END OF SECTION L-125 Marathon Airport April, 1998 N\DEIDRES\MARA THON\L-125.WP5 L-125-4 ITEM L-853 T AXIW A Y RETROREFLECTIVE MARKERS SCOPE AND CLASSIFICATION 853-1.1 SCOPE. This specification covers the requirements for retroreflective markers for airport runways and taxiways. 853-1.2 CLASSIFICATION. Two types and two styles of retroreflective markers are covered by this specification. 853-1.2.1 TYPES. The type designation describes the function of the retroreflective marker. 3. Type I, Semiflush Marker for Centerline Marking. b. Type II, Elevated Marker for Edge Marking. 853-1.2.2 STYLES. The style designation applies to Type I markers only. 3. Style I, Snowplowable Marker b. Style II, Non-Snowplowable Marker. APPLICABLE DOCUMENTS 853-2.1 GENERAL. The following publications of the issue in effect on the date of application for qualification form a part of this specification to the extent specified herein. 853-2.2 FEDERAL AVIATION ADMINISTRATION (FAA) STANDARD. FAA-STD-013 Quality Control Program Requirements 853-2.3 FEDERAL SPECIFICATIONS L-S-300 L-P-380 Sheeting and Tape, Reflective: Nonexposed Lens Plastic Molding Material Methacrylate 853-2.4 MILITARY STANDARD MIL-STD-810 Environmental Test methods (Copies of FAA standards may be obtained from the Federal Aviation Administration, Airway Facilities Service, Washington, D.C. 20591.) Marathon Airport L-853-1 April, 1998 N :\DEIDRES\MARA THON\L-853.FAA (Copies of Federal specifications may be obtained from General Services Administration Offices in Washington, D.C., Atlanta, Boston, Denver, Chicago, Kansas City, New York, San Francisco, and Seattle. ) (Copies of military standards may be obtained from the Commanding Officer, Naval Publications and Fonns Center, 5801 Tabor Avenue, Philadelphia, Pennsylvania 19120, Attention: Code 1052.) REQUIREMENTS 853-3.1 RETROREFLECTIVE MATERIAL REQUIREMENTS 853-3.1.1 GENERAL 853-3.1.1.1 CONSTRUCTION. Retroreflective material is designed to reflect light approaching at an oblique angle back toward its source. The required reflectivities of the retroreflective materials are specified below. Two types of retroreflective material are in wide use: a. Sealed plastic lenses with a smooth face and a prismatic configuration on the back (referred to herein as lens retroreflectors). b. Flexible sheeting with a smooth face, embedded optical retroreflective elements, and an adhesive backing (referred to herein as sheet retroreflectors). 853-3.1.1.2 ALTERNATE REFLECTORS. Alternate retroreflective materials may be proposed for use on L-853 markers. The manufacturer must demonstrate to the FAA's satisfaction that the overall marker performance is equivalent to markers with lens or sheet material. Thus, a material with superior reflectivity may be designed with a smaller retroreflective surface, while a material with inferior reflectivity would require a marker with a larger retroreflective surface. Any alternate material must meet all environmental requirements. 853-3-1.1.3 CONFIGURATION. The configuration of the retroreflective material on the Type II marker is optional, but should be designed to maximize visibility. For example, sheeting may be laid out in bands across the face of the marker, or a number of lenses may be arranged in a geometric pattern on the marker. The proposed layout must present at least the specified viewing area in all viewing directions. 853.3.1.2 RETROREFLECTIVE SHEETING REQUIREMENTS. The retroreflective sheeting shall be manufactured and shall perform in accordance with the requirements of Federal Specification L-S-300, Sheeting and Tape, Reflective: Nonexposed Lens. The material shall be reflectivity 2 or reflectivity 4. The sheeting manufacturer may certify compliance with this specification. Marathon Airport L-853-2 April, 1998 N :\DEIDRES\MARA THON\L-853.F AA 853-3.1.3 LENS RETROREFLECTOR REQUIREMENTS. 853-3.1.3.1 REFLECTIVITY. Lens retroreflectors used in elevated markers shall have reflectivity as specified in Table 1. Lens retroreflectors used in semi flush markers shall have retroreflectivity as specified in Table 2. The values listed are for a white (clear) retroreflector. Yellow retroreflectors shall be at least 60 percent of this value; red and green retroreflectors shall be at least 25 percent of this value; and blue shall be at least 8 percent of this value. 853-3.1.3.2 CHROMATICITY. The colors approved for use on retroreflective markers are white (clear), yellow, red, green, and blue. The manufacturer shall submit a sample of each proposed lens color for the FAA's approval. The markers may be unidirectional, bi-directional with the same color, or bi-directional with different colors. The particular color required depends on the intended use. Table 1. Minimum specific intensity per unit area for clear (white) lens retroreflectors (candelas per footcandle per square inch). Observation angle (degrees) Entrance angle (degrees) Specified brightness 0.1 0.1 0.167 0.167 0.33 0.33 o 20 o 20 o 20 14.0 5.6 10.0 4.0 7.0 2.8 Observation angle (degrees) Table 2. Minimum specific intensity for clear (white) semiflush markers (candelas per footcandle). Entrance angle (degrees) Specified brightness 0.2 0.2 0.2 o 20 Right 20 Left 3.0 1.2 1.2 853-3.1.3.3 FABRICATION. The reflectors shall consist of a transparent plastic face (the lens) and an opaque back fused to the lens (under heat and pressure) around the entire perimeter to form a homogeneous unit permanently sealed against dust, water, and water vapor. The reflector shall be one of the colors specified in 853-3.1.3.2. The lens shall consist of a smooth front surface free from projections or indentations other than for identification and a rear surface bearing a prismatic configuration so that it will effect total internal reflection of light. The manufacturer's trademark shall be molded legibly into the face of the lens. The shell material shall conform to Federal Specification L-P-380, Plastic Molding Material Methacrylate, Type I, Class 3. Marathon Airport L-853-3 April, 1998 N :\DEIDRES\MARA THON\L-853.F AA 853-3.2 ENVIRONMENTAL REQUIREMENTS. Retroreflective markers shall withstand the following environmental conditions: a. Temperature. Any temperature between 650C and -550C. b. Corrosion. Exposure to a salt fog. c. Humidity. Any relative humidity between 10 and 95 percent. 853-3.3 TYPE I SEMIFLUSH MARKER. 853-3.3.1 DESIGN. The centerline markers shall be designed to provide a large retroreflective surface while providing a small obstruction to passing aircraft. Snowplowable markers shall withstand the impact of a snowplow blade without damage or shall be configured so that the blade passes over the marker. The base shall have adequate area to dissipate the loading specified in 853-4.2.7 and to provide for secure bonding to the pavement. The marker may be unidirectional or bi-directional, depending on the user's requirements. The design of the marker shall minimize scratching and abrasion of the retroreflective material. 853-3.3.2 DIMENSIONS. The semi flush marker shall not project more than 3/4 inch (20 mm) above the pavement surface. All comers and edges projecting above the pavement shall be rounded to a minimum radius of 1/8 inch (3 mm). The minimum retroreflective area in each viewing direction shall be 1.5 square inches (1000 mm2) for style I markers and 3 square inches (2000 mm 2 ) for style II markers. 853-3.3.3 BONDING. All markers bonded to the pavement surface shall have a clean, flat, hard, rough-textured surface that will promote bonding. The bonding material shall be specified or supplied by the manufacturer and shall meet the requirements of 853-4.2.5. 853-3.4 TYPE II ELEVATED MARKER 853-3.4.1 DESIGN. Three configurations of elevated markers are described herein: (a) a plane (flat) surface with retroreflective lenses attached; (b) a plane surface with retroreflective sheeting attached; or (c) a cylindrical surface with retroreflective sheeting attached. The marker shall be as compact as practical while presenting the required retroreflective area. Alternative marker configurations may be utilized if the manufacturer demonstrates comparable retroreflective performance. The retrorefle:ctive material must be at least 2 inches (50 mm) above the ground when mounted. 853-3.4.2 DIMENSIONS. 853-3.4.2.1 PLANE MARKERS. For a plane surface with retroreflective lenses, the retroreflective surface must be at least 6.5 square inches (4000 mm2). For a plane surface marker with retroreflective sheeting, the retroreflective area must be at least 24 square inches (15000 mm2). If the plane markers are bi-directional, these figures represent the required area facing each direction. 853-3.4.2.2 CYLINDRICAL MARKERS. For a cylindrical surface marker, at least 96 square inches (60000 mm2) of retroreflective sheeting shall be wrapped uniformly about the cylinder. The Marathon Airport L-853-4 April, 1998 N :\DEIDRES\MARA THON\L-853.F AA minimum cylinder diameter is 2 inches (50 mm) and the maximum cylinder diameter is 8 inches (200 mm). The height of the marker shall be not less than 14 inches (350 mm) and not greater than 30 inches (750 mm). The marker height should be kept as low as practical, since it presents less of an obstruction to aircraft and a lower profile to the wind. 853-3-4.3 CONSTRUCTION. 853-3.4.3.1 MOUNTING SYSTEM. The elevated marker is intended to delineate active aircraft areas; therefore, it may be mounted on paved or unpaved surfaces. The manufacturer shall provide a satisfactory mounting system for the appropriate type of surface. The mounting system shall withstand the required wind loading and shall be designed to prevent the marker or its components from being ingested by jet aircraft. 853-3-4.3.2 FRANGIBILITY. The marker shall be designed so that it will not damage an aircraft if it strikes the marker. To achieve this goal, the marker shall either be flexible or be mounted with a frangible fitting. To utilize a nonfrangible mounting, the marker must readily bend or flex when struck. Each marker and mounting system shall withstand a wind speed of 100 mi/h (85 knots) without permanent deformation and shall retain its original shape and position in winds up to 5 mi/h (45 knots). 853-3.4.3.3 MATERIALS. Any metal used in the elevated marker or associated mounting hardware shall either be noncorrodible or be plated to resist corrosion. The plane-type markers and mounting hardware shall be constructed so that the plane orientation will not change when the marker is subjected to the specified wind conditions. The reflective sheeting for all styles of markers shall be securely fastened to the marker body so that it will not slip or loosen when exposed to the specified environmental conditions. QUALITY ASSURANCE PROVISIONS 853-4-1 QUALIFICATION REQUIREMENTS. 853-4-1.1 QUALIFICATION REQUEST. Requests for qualification approval must be submitted in writing to the Office of Airport Standards, Attention: AAS-200, Federal Aviation Administration, Washington, D.C. 20591. Requests must include: a. A list of the types and styles of markers, along with the manufacturer's catalog numbers, for which qualification approval is requested. b. A copy of proposed test procedures and test data sheets and a statement as to whether the manufacturer proposes to conduct the tests or name and location of the independent testing laboratory where the tests are to be conducted (853-4-1.2). c. A copy of the manufacturer's proposed guarantee for the equipment (853-4-1.4). Marathon Airport L-853-5 April, 1998 N\DEIDRES\MARA THON\L-853.FAA d. A copy of the manufacturer's quality control plan (853-4.1.3). e. A preliminary copy of the equipment installation instructions (853-4.1.5). 853-4.1.2 QUALIFICATION TESTING. The equipment must pass all tests in 853-4.2. The manufacturer shall supply all test equipment and bear all testing costs. Tests may be conducted at the manufacturer's plant or at an independent tests laboratory acceptable to the FAA. The FAA reserves the right to witness any or all tests. Where the FAA waives the option to witness tests, the manufacturer must submit a certified copy of all test reports. The manufacturer must give 2 weeks' notice of the testing date. 853-4.1.3 QUALITY CONTROL PROVISIONS. The manufacturer shall provide and maintain a quality control program in accordance with F AA-STD-O 13, Quality Control Program Requirements, except that facilities for an FAA Quality Assurance Representative are not required. 853-4.1.4 GUARANTEE. The manufacturer shall provide the following minimum guarantee for each equipment: That the equipment has been manufactured and will perform in accordance with this specification and that any defect in material or workmanship which may occur during proper and normal use during a period of I year from date of installation or a maximum of 2 years from date of shipment will be corrected by repair or replacement by the manufacturer f.o.b. factory. 853-4.1.5 INSTALLATION INSTRUCTIONS. The manufacturer shall include complete installation instructions with each shipment. These instructions shall give guidance on the orientation of the markers, the site preparation, the specifications for adhesive (for semitlush marker), the leveling criteria, and any other information necessary to insure that the installed markers meet the specified performance levels. 853-4.1.16 QUALIFICATION APPROVAL. Manufacturers who have met all requirements specified herein will be listed as approved suppliers in AC 150/5345-1, Approved Airport Lighting Equipment. Once equipment is on the approved list, any changes to the equipment that are not approved by the FAA will cause removal of the equipment from the list. Requests for design or component changes must be submitted to the office in 4.1.1 and must be accompanied by supporting documentation for the change. Substitution of components which are identical in rating and size and equal or better in quality does not require prior FAA approval. 853-4-2 QUALIFICATION TESTS. The following tests shall be run on sample markers. A sample of each proposed color shall be submitted for the FAA's approval. 853-4-2.1 RETROREFLECTIVE ELEMENTS. This section specifies tests for the retroretlective component of the marker. The performance standards and tests are excerpted from Federal Specification L-S-300. The manufacturer may either test the retrorefIective material or provide certification from the supplier that these standards are met. Marathon Airport L-853-6 April. 1998 N :\DEIDRES\MARA THON\L-853.F AA 853-4.2.1.1 RETROREFLECTlVE SHEETING. The retroreflective sheeting shall pass the tests listed for reflectivity 2 or reflectivity 4 sheeting material in Federal Specification L-S-300. 853-4.2.1.2 RETROREFLECTlVE LENSES. Retroreflective lenses shall meet the requirements for reflectivity and chromaticity in 853-3.1.3. The tests shall be conducted according to the procedure in Federal Specification L-S-300, except that the angular aperture of the source shall be 0.1 degree and the angular aperture of the receptor shall be 0.025 degree. 853-4-2..2 HIGH TEMPERATURE TEST. Nonmetallic markers shall be subjected to a temperature of 65 oC (::t2 0) for a period of 24 hours. Evidence of damage or porosity shall be cause for rejection. 853-4.2.4 CORROSION TEST. The sample marker shall be subjected to a salt fog test as detailed in MIL-STD-81 0, Environmental Test Methods, Method 509.1. Any evidence of damage, rust, or corrosion shall be cause for rejection. Markers with no ferrous metal components are exempted from this test. 853-4.2.5 TYPE I SEMIFLUSH MARKER BOND TEST. A 2- 112-inch :t 114 inch (57 mm :t6.4 mm) diameter steel fitting shall be bonded to the bottom surface of the Type I marker with adhesi ve material specified for use with the marker. After the adhesive material cures, the steel fitting shall be pulled. away from the marker at a rate not greater than 2,500 pounds (1150 kg) per minute. The adhesive material and bottom surface of the marker shall be considered unsatisfactory if there is complete separation with a pull of less than 1,500 pounds (700 kg). 853-4.2.6 TYPE I SEMIFLUSH MARKER SEAL TEST. To demonstrate the integrity of the seal, the Type I marker shall be subjected to the immersion test described in MIL-STD-81 0, Method 512, Procedure I. Any evidence of water or condensation in the marker shall be considered unsatisfactory performance. 853-4.2.7 TYPE I SEMIFLUSH MARKER LOAD TEST. This test shall be the last test made. The Type I marker shall be bonded to a flat steel plate mounted in a standard testing machine. The load shall be applied to the top part of the marker through a block of rubber, 4 inches (10 cm) in diameter, I inch (2.5 cm) thick with Shore A hardness of 55 to 70. A total of 10,000 pounds (4500 kg) shall be applied uniformly over the area of the rubber at a rate of not greater than 2,500 pounds (1500 kg) per minute. The marker shall be considered unsatisfactory if there is any permanent deformation, cracking, or breaking of any materials used. 853-4.2.8 TYPE II ELEVATED MARKER WIND LOAD TEST. The elevated marker and its mounting system shall be subjected to wind load tests. Apply a wind load of 50 milh (43 knots) for a flexible marker to demonstrate that the marker remains upright at this wind speed. Apply a wind load of 100 milh (86 knots) to all markers; the markers and mounting system shall not show any signs of permanent distortion or failure from this wind load. Static loading may be used to demonstrate the wind loading requirements. Marathon Airport L-853-7 April, 1998 N:\DEIDRES\MARA THON\L-853 FAA 853-5 METHOD OF MEASUREMENT 853-5.1 The quantity of units 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 Engineer. 853-6 BASIS OF PAYMENT 853-6.1 Payment will be made at the Contract unit price for each complete unit, that is installed in place by the Contractor and accepted by the Engineer. 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 these items. Payment will be made under: L-853-6.1 Installation of Type Semiflush Marker (Style II) -- per each. END OF ITEM L-853 Marathon Airport L-853-8 April, 1998 N :\DEIDRES\MARA THON\L-853.F AA ITEM S-580 - LANDSCAPING The work to be performed under the classification of Landscaping shall be in accordance with the FOOT Standard Specifications for Road and Bridge Construction Section 580 with the following modifications: Section 580-1 DESCRIPTION ADD the following to this Article: The work under this Contract consists of the relocation and maintenance of existing marked trees in the clearing and grubbing area, the replacement of dead and damaged trees after relocation or destroyed by clearing and grubbing operations, and the removal of exotic specimens (i.e. Brazilian Peppertree, etc.), as designated by the county biologist. Section 580-2 MATERIALS ADD the following to this Article: Existing trees to be relocated are "Collected Material". Replacement trees shall meet the requirements of this Article. Section 580-4 GENERAL PLANTING REQUIREMENTS ADD the following to this Article: 1. Contractor's Qualifications - The plant relocation contractor shall have a minimum of 5 years experience in the relocation of native plant material in Florida. The contractor shall have a working knowledge of soil types and their implications for transplanting work. The contractor shall furnish to the Airport Manager documentation of his qualifications. 2. Submittals - The contractor shall furnish to the Airport Manager a schedule of material to be relocated. This schedule shall include daily production and total time required to transplant all tree material. The contractor shall furnish to the Airport Manager manufacturer's literature and recommended rates of application of approved fertilizer. Marathon Airport April, 1998 N :\DEIDRES\!\IARA TI ION\S580. WP6 S-580-1 The contractor shall furnish to the Airport Manager manufacturer's literature and parts and equipment schedule for temporary irrigation system. 3. TEMPORARY IRRIGATION EQUIPMENT, PUMPS, AND WELLS - The contractor shall have the option of utilizing water trucks or temporary irrigation systems for the purpose of irrigation. All temporary irrigation equipment for transplanted areas shall be low volume spray jet irrigation systems comprised of black polyethylene flexible main line, small diameter black polyethylene risers, and plastic adapters, bases, and interchangeable emitter heads. Equipment shall also include any accessory items needed to facilitate proper functioning of the system. Temporary irrigation mains shall be tied into a water supply at the location shown on the Plans. Temporary pumps, wells, and/or any other equipment needed for water supply shall be provided by the contractor. 4. FERTILIZER - Fertilizer shall be agriform grow tablets or Milorganite fertilizer or approved equal applied at the manufacturer's recommended rate. 5. LAYOUT - The contractor shall, prior to relocation, layout the planting areas using colored wire flags to designate the locations selected by the airport manager for transplanting trees. Final placement of landscape material shall conform to clear zone setbacks. 6. SOIL PREPARATION - Soil conditions in the transplant area shall be tested and compared to soil conditions in the donor site. Contractor shall submit soil samples test results. If soil conditions in transplant area are substantially different, to the extent that it would impair plant growth, the transplant area soils shall be adjusted to provide the equivalent growing environment as the donor site. 7. HANDLING AND TRANSPORTATION - Trees shall be properly handled during moving so that trunks and fronds will not be damaged or scarred. Broken fronds and wounds which are not, in the Airport Manager's judgment, cause for the tree to be rejected may be relocated. 8. Trees shall be centered in the machine when dug. Marathon Airport April, 1998 N :\DEIDRES\.\IARA THOl\'\S580. WJ>6 S-580-2 Trees shall be transported on vehicles of adequate size to prevent overcrowding, foliage damage or rootball damage. Rootballs shall be kept moist during all phases of relocation. Plant materials shall be handled in ways and means accepted by the industry and approved by the Airport Manager. Locations of transplanted trees shall be adjusted to prevent interference or crossing of branches on different trees. Plant materials that are tree spaded and are relocated to areas accessible by tree spade equipment shall be planted in tree spaded planting pits as required. Plant materials that are tree spaded and are relocated to areas that are not accessible by tree spade equipment shall be planted according to standard FOOT specifications. 8. FERTilIZATION - Agriform grow tablets or Milorganite shall be incorporated in all relocation pits for all transplanted material at the rate recommended by the manufacturer. 9. WA TERING/IRRIGA TION (TEMPORARY) - Transplanted material shall be irrigated as follows: The contractor shall be responsible for watering of all plant material in sufficient quantity with respect to climatic and soil conditions to ensure survivability of plant material. Initial water after transplanting shall eliminate air pockets and achieve complete saturation of the entire root zone of tree. Watering shall be maintained for a necessary period for establishment after planting. Temporary irrigation of transplanted material shall begin immediately after planting. Transplanted material shall not go more than 12 hours without irrigation. Water quality shall be tested by the contractor and approved by the Airport Manager. Testing shall include, but not be limited to, salts, p.h., and minerals. 10. PROTECTION OF TREES - The existing ground level of rootball shall not be filled upon after transplantation. Marathon Airport April, 1998 N :\DEIDRES\MARA THON\S580. WP6 S-580-3 The contractor shall maintain all trees in a plumb, upright position. Damaged trees resulting from lack of proper staking and guying shall be replaced by the contractor at no expense to the Owner. All tree guy wires shall be flagged with yellow safety ribbon. 1 'I. DONOR SITE - All holes created by the removal of trees shall be filled to the level of surrounding ground using off-site borrow material. SECTION 580-8 -MULCHING ADD the following to this Article: Mulch shall be fine needles. SECTION 580-11 - ESTABLISHMENT PERIOD REVISE the term of the establishment period from "90 days" to "1 year". DELETE the last sentence of this Article and substitute the following: Irrigation shall be continued for a minimum of 120 days and irrigation on a minimum 12 hour cycle shall be performed for a 2 week period following tree relocation. Payment for all irrigation work shall be included in the prices bid for the Contract. SECTION 580-12 - REPLACEMENT OF DEFECTIVE PLANTS ADD the following to this Article: Any trees that are excessively damaged during or do not survive the transplantation process as determined by the airport manager shall be replaced at a 2 to 1 ratio in like size and kind as approved by the airport manager, at no additional cost to the owner. Poison Darkwoods (Metopium Toxiferum) might be replaced at the contractors option by Piggeon Plums, Safran Plums and Mastic at a 2 to 1 ratio as directed by the Monroe County Biologist. REVISE the words "90 -day establishment period" to read "1 year establishment period". SECTION 580-13 - COMPENSATION DELETE all text following the first paragraph of this Article and substitute the following: Marathon Airport April, 1998 :-.J :\DElDRES\1\!ARA THO!\'\S580. WP6 S-580-4 Measurement for payment of the work specified under this Section shall be the number of existing marked trees in the clearing and grubbing area successfully relocated to the relocation planting area (inside airport property as directed by the airport manager) including relocation, establishment (maintenance) donor site restoration, exotic tree removal and disposal and all other work specified under this Section and detailed on the Plans complete and accepted by the Airport Manager. Payment for the quantity measured as described above will be made at the Unit Price Bid for: Item 580-13-1 - Tree Relocation per each. END OF SECTION S-580 Marathon Airport April, 1998 N:\DElDRES\MARA THON\S580. WP6 S-580-5