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Home My WebLink AboutSpecifications Vol. II I I I I I I I I I I I I I I I I I I n CITY OF SUNNY ISLES BEACH Median Closure at NE 175th Terrace on Collins Ave. and SR AlA/Collins Ave. at 183rd St. Streetscape Improvements VOLUME II TECHNICAL SPECIFICATIONS Prepared by: [ ~ Calvin, Giordano & Associates, Inc. a ~.EXCEPTIONAl SOLUTIONS 0. ..5 :; SET FOR BIDDING PURPOSES ONLY 2- CGA Project No. 03-4122.F City of Sunny Isles Beach Bid No. 09-09-01 September 2009 I I I I I I I I I I I I I I I I I I n CITY OF SUNNY ISLES BEACH Median Closure at NE 175th Terrace on Collins Ave, and SR AlA / Collins Ave. at 183rd St. Streetscape Improvements Contract Documents and Specifications [ ~ Calvin, Giordano & Associates, Inc. 6 ~.EXCEPTIONAl SOLUTIONS ! :; CGA Project No. 03-4122.F City of Sunny Isles Beach Bid No. September 2009 1"'1 . r"1 . ..., . Section 01000 - Supplemental Specifications Median Closure at NE 175th Terrace on Collins Ave. and SR A 1 A/Collins Ave. at 183'd St. Streetscape Improvements CGA Project No. 03-4122.F City of Sunny Isles Beach Bid No. .., . VOLUMEN 2: r"1 . SUPPLEMENTAL SPECIFICATIONS r"1 102 Maintenance of Traffic . 104 Prevention, Control and abatement of Erosion and Water Pollution 105 Contractor Quality Control General Requirements- Personnel Qualifications I 110 Removal of Exisiting Structures 120 Excavation and Embankment n 125 Excavation for Structures and Pipe . 160 Acceptance Program 163 Blanket Material ., 200 Rock Base . 234 Superpave Asphalt Base 300 Prime and Tack Coats for Base Courses I 320 Hot Bituminous Mixtures-Cold Feed 330 Surface Requirements 334 Superpave Asphalt Concrete r] 337 Aspahlt Concrete Friction Courses . 338 Value Added Asphalt Pavement n 346 Portland Cement Concrete . 347 Portland Cement Concrete - Class I (Nonstructural) 425 Inlets, Manholes, and Junction Boxes I 430 Final Pipe Inspection 449 Precast Concrete Drainage Products 520 Concrete Gutter, Curb Elements, and Traffic Separator .., 521 Concrete Barriers, Traffic Railing Barriers and Parapets . 526 Architectural Pavers 536 Guardrail ,., 548 Retaining Wall Systems . 560 Shop, Field and Maintenance Coating of Structural Steel .., 561 Self-Curing Inorganic Zinc Coating Systems . 562 Zinc Paint Coating 575 Sodding n 580 Landscape Installation . 611 Acceptance of Signal Installation - Submittal Requirements 620 Signal Installation Grounding n 630 Installation Requirements-Conduit for Fiber Optic Cable . 641 Prestressed Concrete Poles ,., 09/09 01000-i 03-4122.F . .., . .., . r"1 . '1 . 700 706 I 710 901 916 923 926 929 937 942 947 948 955 971 982 987 990 992 993 994 603 f'1 . I ~ . ,., . n . ,., . " . n . .., . " . 1"1 . 1'"1 . ,., . n 09/09 . Highway Signing Raised Retro-Reflective Pavement Markers and Bituminous Measurement Painted Pavement Markings Course Aggregates Bituminous Materials Water for Concrete-Chemical Requirements Epoxy Compounds Pozzolans and Slag Adhesive Bonding Material Systems for Structural Applications Resilient Connectors for Sealing Precast Structures to Pipe Joints Clay Pipe Miscellaneous Type of Pipe-Corrugated Polyethylene Pipe Lumber and Timber Treatment (Including Treating Materials) Traffic Marking Materials Fertilizer Prepared Soil Layer Materials Temporary Traffic Control Devices Materials Pole Cable Distribution System Reflector Units for Guardrail Retroreflective and Nonreflective Sign Sheeting Equipment and Materials 01000-ii Adhesive-Method of 03-4122.F n . .., . .., . 102 MAINTENANCE OF TRAFFIC. (REV 12-6-05) (FA 12-20-05) (7-06) SECTION 102 (Pages 101-121) is deleted and the following substituted: I SECTION 102 MAINTENANCE OF TRAFFIC .., . r'J . 102-1 Description. Maintain traffic within the limits of the project for the duration of the construction period, including any temporary suspensions of the work. Construct and maintain detours. Provide facilities for access to residences, businesses, etc., along the project. Furnish, install and maintain traffic control and safety devices during construction. Furnish and install work zone pavement markings for maintenance of traffic in construction areas. Provide any other special requirements for safe and expeditious movement of traffic specified on the plans. Maintenance of Traffic includes all facilities, devices and operations as required for safety and convenience of the public within the work zone. Do not maintain traffic over those portions of the project where no work is to be accomplished or where construction operations will not affect existing roads. Do not obstruct or create a hazard to any traffic during the performance of the work, and repair any damage to existing pavement open to traffic. Include the cost of any work that is necessary to meet the requirements of the Contract Documents under the MOT pay item, when there is not a pay item provided. f'1 . I I I I ..., . '102-2 Materials. Meet the following requirements: Bituminou s Adhesive......................................... Section 970 Work Zone Pavement Markings....................971-1 and 971-3 Paint. . . .. . .. . . . . . . .. . . . . . ... .. . .. . . . . . . . . . .. . . . .. ... . . . .. . .. . . . .. .. Section 971 Glass Spheres.................................................. Section 971 Removable Tape...... .................................................990-5 Raised Retro-reflective Pavement Markers.................... 990-6 102-2.1 Temporary Traffic Control Devices: Use only the materials meeting the requirements of Section 990, Design Standards and the MUTCD. 102-2.2 Detour: Provide all materials for the construction and maintenance of all detours. 102-2.3 Commercial Materials for Driveway Maintenance: Provide materials of the type typically used for base, including recycled asphalt pavement material, and having stability and drainage properties that will provide a firm surface under wet conditions. 1'"1 . I f'1 . n . 102-3 Specific Requirements. 102-3.1 Beginning Date of Contractor's Responsibility: Maintain traffic starting the day work begins on the project or on the first day Contract time is charged, whichever is earlier. 102-3.2 Worksite Traffic Supervisor: Provide a Worksite Traffic Supervisor in accordance with Section 105. .., . ,.., . n 09/09 01 000-1 03-4122.F . n . ~ . ,.., Ensure that the Worksite Traffic Supervisor is available on a 24-hour per day basis, participates in all changes to traffic control and reviews the project on a day-to-day basis. Ensure that the Worksite Traffic Supervisor is present to direct the initial setup of the traffic control plan and any changes. Provide the Worksite Traffic Supervisor with all equipment and materials needed to set up, and maintain traffic control and handle traffic-related situations. Ensure that the Worksite Traffic Supervisor immediately corrects all safety deficiencies. Do not allow minor deficiencies that are not immediate safety hazards to remain uncorrected for more than 24 hours. Ensure that the Worksite Traffic Supervisor is available within 45 minutes after notification of an emergency situation and is prepared to positively respond to repair the work zone traffic control or to provide alternate traffic arrangements. The Department may disqualify and remove from the project a Worksite Traffic Supervisor that fails to comply with the provisions of this Subarticle. The Department may temporarily suspend all activities, except traffic and erosion control and such other activities that are necessary for project maintenance and safety, for failure to comply with these provisions. Ensure that the Worksite Traffic Supervisor performs a drive-through inspection and observes traffic flow as soon as the work zone is activated and in each subsequent phase of work as they are opened to traffic. Provide to the Engineer a report, using the current Department's approved form, listing any deficiencies and proposed corrective measures. Ensure that the Worksite Traffic Supervisor conducts within the limits of the project, daiiy daytime and weekly night time ;nspections within the limits of the project for projects with predominate daytime work activities and daily nighttime and .weekly daytime inspections tor projects with predominate nighttime work, of all traffic control devices, traffic flow, pedestrian, bicyclist, and business accommodations. Advise the project personnel of the schedule of these inspections and give them the opportunity to join in the inspection as is deemed necessary. Submit a comprehensive weekly report, using the current Department's approved. form, to the Engineer and include condition of all traffic control devices (including pavement markings) being used. The inspection report will also include assurances that pedestrians are accommodated with a safe travel path around work sites and safely separated from mainline traffic, that existing or detoured bicyclist paths are being maintained satisfactorily throughout the project limits, and that existing businesses in work areas are being provided with adequate entrances for vehicular and pedestrian traffic during business hours. The Worksite Traffic Supervisor will sign the report and certify that all of the above issues are being handled in accordance with the Contract Documents. If deficiencies are noted, the Worksite Traffic Supervisor is to note such deficiencies and include the proposed corrective actions. . .., . .., . " . ,., . .., . " . 1'"1 . ,.., . .., . .., . 1'"1 . I .., . 102-4 Alternative Traffic Control Plan. The Contractor may propose an alternative Traffic Control Plan (TCP) to the plan presented in the Contract Documents. Have the Contractor's Engineer of Record sign and seal the alternative plan. Prepare the TCP in conformance with and in the form outlined in the current version of the Roadway Plans Preparation Manual. Indicate in the plan a TCP for each phase of activities. Take responsibility for identifying and assessing any potential 11 . ,.., . ..... 09/09 01000-2 03-4122.F . rr . " . impacts to a utility that may be caused by the alternate TCP proposed by the Contractor, and notify the Department in writing of any such potential impacts to utilities. Engineer's approval of the alternate TCP does not relieve the Contractor of sole responsibility for all utility impacts, costs, delays or damages, whether direct or indirect, resulting from Contractor initiated changes in the design or construction activities from those in the original Contract Specifications, design plans (including traffic control plans) or other Contract Documents and which effect a change in utility work different from that shown in the utility plans, joint project agreements or utility relocation schedules. The Department reserves the right to reject any Alternative Traffic Control Plan. Obtain the Engineer's written approval before beginning work using an alternate TCP. The Engineer's written approval is required for all modifications to the TCP. The Engineer will only allow changes to the TCP in an emergency without the proper documentation. I r'l . ,., . I"l . n . 102-5 Traffic Control. 102-5.1 Standards: FOOT Design Standards (OS) are the minimum standards for the use in the development of all traffic control plans. The MUTCD Part VI is the minimum national standard for traffic control for highway construction, maintenance, and utility operations. Follow the basic principles and minimum standards contained in these documents for the design, application, installation, maintenance, and removal of all traffic control devices, warning devices and barriers which are necessary to protect the public and workers from hazards within the project limits. 102-5.2 Maintenance of Roadway Surfaces: Maintain all lanes that are being used for the maintenance of traffic, including those on detours and temporary facilities, under all weather conditions. Keep the lanes reasonably free of dust, potholes and rutting. Provide the lanes with the drainage facilities necessary to maintain a smooth riding surface under all weather conditions. 102-5.3 Number of Traffic Lanes: Maintain one lane of traffic in each direction. Maintain two lanes of traffic in each direction at existing four (or more) lane cross roads, where necessary to avoid undue traffic congestion. Construct each lane used for maintenance of traffic at least as wide as the traffic lanes existing in the area before commencement of construction. Do not allow traffic control and warning devices to encroach on lanes used for maintenance of traffic. The Engineer may allow the Contractor to restrict traffic to one-way operation for short periods of time provided that the Contractor employs adequate means of traffic control and does not unreasonably delay traffic. When a construction activity requires restricting traffic to one-way operations, locate the flaggers within view of each other when possible. When visual contact between flaggers is not possible, equip them with 2-way radios, official, or pilot vehicle(s), or use traffic signals. 102-5.4 Crossings and Intersections: Provide and maintain adequate accommodations for intersecting and crossing traffic. Do not block or unduly restrict any road or street crossing the project unless approved by the Engineer. Maintain all existing actuated or traffic responsive mode signal operations for main and side street movements for the duration of the Contract. Restore any loss of detection within 12 hours. Use only detection technology listed on the Department's Approved Products List (APU and approved by the Engineer to restore detection capabilities. Before beginning any construction, provide the Engineer a plan for maintaining detection devices for each intersection and the name(s) and phone numbers of persons that can be contacted when signal operation malfunctions. ,., . ~ . i1 . r'J . .., . r-, . ,., . I I .., . ,.., . .., 09/09 01000-3 03-4122.F . M . n . 102-5.5 Access for Residences and Businesses: Provide continuous access to all residences and all places of business. 102-5.6 Protection of the Work from Injury by Traffic: Where traffic would be injurious to a base, surface course, or structure constructed as a part of the work, maintain all traffic outside the limits of such areas until the potential for injury no longer exists. 102-5.7 Flagger: Provide trained flaggers in accordance with Section 105. 102-5.8 Conflicting Pavement Markings: Where the lane use or where normal vehicle paths are altered during construction, remove all pavement markings (paint, tape, thermoplastic, raised pavement markers, etc.) that will conflict with the adjusted vehicle paths. Use of paint to cover conflicting pavement markings is prohibited. Remove conflicting pavement markings using a method that will not damage the surface texture of the pavement and which will eliminate the previous marking pattern regardless of weather and light conditions. Remove all pavement markings that will be in conflict with "next phase of operation" vehicle paths as described above, before opening to traffic. Cost for removing conflicting pavement markings (paint, tape, thermoplastic, raised pavement markers, etc.) to be included in Maintenance of Traffic, Lump Sum. 102-5.9 No Waiver of Liability: Conduct operations in such a manner that no undue hazard results due to the requirements of this Article. The procedures and policies described herein in no way acts as a waiver of any terms of the liability of the Contractor or his surety. r"1 . n . n . ,., . I I I 102-6 Detours. 102-6.1 General: Construct and maintain detour facilities wherever it becomes necessary to divert traffic from any existing roadway or bridge, or wherever construction operations block the flow of traffic. 102-6.2 Construction: Plan, construct, and maintain detours for the safe passage of traffic in all conditions of weather. Provide the detour with all facilities necessary to meet this requirement. Where the plans call for the Department to furnish detour bridge components, construct the pile bents in accordance with the plans, unless otherwise authorized by the Engineer. Submit a letter with the following: company name, phone number, office address, project contact person, project number, detour bridge type, bridge length, span length, location and usage time frames, to the Engineer at least 30 calendar days before the intended pick-up date, to obtain the storage facility location and list of components for the project. Upon receipt of letter, the Engineer will, within ten calendar days provide an approved material list to the Contractor and the appropriate Department storage yard. Provide a letter with an original company seal, identifying the representative with authority to pick up components, to the Engineer at least ten calendar days before the proposed pick-up date. The Department is not obligated to load the bridge components without this notice. Take responsibility and sign for each item loaded at the time of Issuance. n . 1"1 . .., . ., . I " . ~ . ~ . Provide timber dunnage, and transport the bridge components from the designated storage facility to the job site. Unload, erect, and maintain the bridge, then dismantle the bridge and load and return the components to the designated storage facility. Notify the Engineer in writing at least ten calendar days before returning the components. Include in this notice the name of the Contractor's representative authorized n . ,., 09/09 01000-4 03-4122.F . ...... . ..., . ., . .., . 1'"1 . I 1'"1 . n . r"1 . n . i1 . n . I n . .., . r"l . ,., . ..., . .., . to sign for return of the bridge components. The yard supervisor is not obligated to unload the bridge components without this notice. The Department will provide equipment and an operator at the Department's storage facility to assist in loading and unloading the bridge components. Furnish all other labor and equipment required for loading and unloading the components. The Departments representative will record all bridge components issued or returned on the Detour Bridge Issue and Credit Ticket. The Tickets must be signed by a Department and Contractor representative, after loading or unloading each truck to document the quantity and type of bridging issued or returned. Bind together all bridge components to be returned in accordance with the instructions given by the storage facility. The yard supervisor will repack components that are not packed in compliance with these instructions. Upon request, written packing instructions will be made available to the Contractor, before dismantling of the bridge for return to the Department's storage facility. Assume responsibility for any shortage or damage to the bridge components. Monies due the Contractor will be reduced at the rate of $35.00 per hour plus materials for repacking, repairs or replacement of bridge components. The skid resistance of open steel grid decking on the detour bridge may decrease gradually after opening the bridge to traffic. The Department will furnish a pneumatic floor scabbier machine for roughening the roadway surface of the detour bridge decking. Provide an air compressor at the job site with 200 ft3/minute [6 m3/minute] capacity, 90 psi [620 kPa] air pressure for the power supply of the machine, and an operator. Transport the scabbier machine to and from the Department's Structures Shop. Repair any damage to the scabbier machine caused by operations at no expense to the Department. Perform scabbling when determined necessary by the Engineer. The Department will pay for the cost of scabbling as Unforeseeable Work in accordance with 4-4. Return the bridge components to the designated storage facility beginning no later than ten calendar days after the date the detour bridge is no longer needed, the date the new bridge is placed in service, or the date Contract Time expires, whichever is earliest. Return the detour bridging at an average of not less than 200 feet [61 m] per week. Upon failure to return the bridge components to the Department within the time specified, compensate the Department for the bridge components not returned at the rate of $5.00 per 10 feet [$1.65 per meter], per day, per bridge, for single lane; and $10.00 per 10 feet [$3.30 per meter], per day, per bridge, for dual lane until the bridge components are returned to the Department. 102-6.3 Construction Methods: Select and use construction methods and materials that provide a stable and safe detour facility. Construct the detour facility to have sufficient durability to remain in good condition, supplemented by maintenance, for the entire period that the detour is required. 102-6.4 Removal of Detours: Remove detours when they are no longer needed and before the Contract is completed. Take ownership of all materials from the detour and dispose of them, except for materials, which might be on loan from the Department with the stipulation that they are returned. 102-6.5 Detours Over Existing Roads and Streets: When the Department specifies that traffic be detoured over roads or streets outside the project area, do not maintain such roads or streets. However, maintain all signs and other devices placed for the purpose of the detour. 09/09 01000-5 03-4122.F .., . .., . 102-6.6 Operation of Existing Movable Bridges: The Department will maintain and operate existing moveable bridges that are to be removed by the ContraGtor until such time as they are closed to traffic. During this period, make immediate repairs of any damage to such structures caused by use or operations related to the work at no expense to the Department, but do not provide routine repairs or maintenance. In the event that use or operations result in damage to a bridge requiring repairs, give such repairs top priority to any equipment, material, or labor available. I ..., . '1 I 102-7 Traffic Control Officer. Provide uniformed law enforcement officers, including marked law enforcement vehicles, to assist in controlling and directing traffic in the work zone when the following types of work is necessary on projects: 1. Traffic control in a signalized intersection when signals are not in use. 2. When Standard Index No. 619 is used on Interstate at nighttime and required by the plans. 3. When pacing/rolling blockade specification is used. '1 . ... . .., . 102-8 Driveway Maintenance. 102-8.1 General: Ensure that each residence and or business has safe, stable, and reasonable access. 102-8.2 Construction Methods: Place, level, manipulate, compact, and maintain the material, to the extent appropriate for the intended use. As permanent driveway construction is accomplished at a particular location, the Contractor may salvage and reuse previously placed materials that are suitable for reuse on other driveways. ~ . 1'"1 . n 102-9 Temporary Traffic Control Devices. 102-9.1 Installation and Maintenance: Install and maintain adequate traffic control devices, warning devices and barriers to protect the traveling public and workers, and to safeguard the work area. Erect the required traffic control devices, warning devices and barriers to prevent any hazardous conditions and in conjunction with any necessary traffic re-routing. Use only those devices that are included on the Qualified Products List (QPL). Specific requirements for Maintenance of Traffic devices, additional to the requirements of this Section, are contained in the 600 series of the Design Standards. Immediately remove, turn or cover any devices or barriers that do not apply to existing conditions. All QPL approved safety devices must meet the requirements of National Cooperative Highway Research Program Report 350 (NCHRP 350) and current FHWA directives. Manufacturers seeking evaluation must furnish certified test reports showing that their product meets all test requirements set forth by NCHRP 350. Notify the Engineer of any scheduled operation, which will affect traffic patterns or safety, sufficiently in advance of commencing such operation to permit his review of the plan for the proposed installation of traffic control devices, warning devices or barriers. Ensure an employee is assigned the responsibility of maintaining the position and condition of all traffic control devices, warning devices and barriers throughout the duration of the Contract. Keep the Engineer advised at all times of the identification and means of contacting this employee on a 24-hour basis. . ..., . " . r-, . .., . n . .., . -. . -. 09/09 01 000-6 03-4122.F - .., . ,.., . Keep traffic control devices, warning devices, safety devices and barriers in the correct position, properly directed, clearly visible and clean, at all times. Immediately repair, replace or clean damaged, defaced or dirty devices or barriers. 102-9.2 Work Zone Signs: Provide signs in accordance with the plans and Design Standards. Meet the requirements of 700-2.5 and 700-5.5. 102-9.3 Business Signs: Provide and place signs in accordance with the plans and Design Standards. Meet the sign background sheeting requirements of Section 700. Furnish signs having a Type III reflectorized blue background with a 4 inches [100 mm] series B white legend and a white border. The maximum sign size is 24 by 36 inches [600 by 900 mm]. Use signs with specific business names on each sign. Install logos provided by business owners and approved by the Engineer. Standard Business entrance signs meeting the requirements of Index 17355 without specific business names may be used only with the approval of the Engineer. 102-9.4 High Intensity Flashing Lights: Furnish Type B lights in accordance with the plans and Design Standards. 102-9.5 Warning/Channelizing Devices: Furnish warning/channelizing devices in accordance with the plans and Design Standards. 102-9.5.1 Reflective Collars for Traffic Cones: Use cone collars at night designed to properly fit the taper of the cone when installed. Place the upper 6 inches [150 mm] collar a uniform 3 1/2 inch [90 mm] distance from the top of the cone and the lower 4 inch [100 mm] collar a uniform 2 inch [50 mm] distance below the bottom of the upper 6 inch [150 mm] collar. Ensure that the collars are capable of being removed for temporary use or attached permanently to the cone in accordance with the manufacturer's recommendations. Provide a white sheeting having a smooth outer surface and that essentially has the property of a retroreflector over its entire surface. 102-9.5.2 Barrier Wall (Temporary): Furnish, install, maintain, remove and relocate a temporary barrier wall in accordance with the plans. Temporary concrete barrier wall, for use on roadway sections, will be in accordance with Index No. 415 or 414 as specified in the plans. Temporary water filled barrier wall used on roadway sections shall conform to the requirements of the pre-approved alternatives listed on the Department's Qualified Products List (QPL), unless otherwise called for in the plans. Proprietary barrier walls for use on roadway sections must meet NCHRP Report 350 criteria and be identified on the QPL. Temporary concrete barrier wall for use on bridge and wall sections, will be in accordance with Index No. 414. Barriers meeting the requirements of Index Nos. 415 or temporary water filled barriers on the QPL will not be accepted as an alternate to barriers meeting the requirements of Index No. 414. 102-9.5.3 Glare Screen (Temporary): Furnish, install, maintain, remove and relocate glare screen systems in conjunction with temporary barrier wall at locations identified in the plans. Ensure the anchorage of the glare screen to the barrier is capable of safely resisting an equivalent tensile load of 600 Ib/ft [8.8 kN/m] of glare screen, with a requirement to use a minimum of three fasteners per barrier section. When glare screen is utilized on temporary barrier wall, warning lights will not be required. 102-9.6 Temporary Vehicle Impact Attenuator (Redirect/Inertial: Furnish, install, maintain and subsequently remove temporary vehicular impact attenuators in accordance with the details and notes shown in the plans, and the Design Standards. Maintain the n . .., . 1'1 . ,., . r'l . 1'1 . r'l . .. . 'i . ., . " . I " . n . ,.., . r"'I . n 09/09 01000-7 03-4122.F . ..., . ., . attenuators until their authorized removal. Repair all attachment scars to permanent structures and pavements after attenuator removal. Make necessary repairs due to defective material, work, or Contractor operations at no cost to the Department. Restore attenuators damaged by the traveling public within 24 hours after notification as authorized by the Engineer. 102-9.7 Guardrail (Temporary): Furnish guardrail (temporary) in accordance with the plans and Design Standards. Meet the requirements of Section 536. 102-9.8 Advance Warning Arrow Panel: Furnish advance warning panel in accordance with the plans and Design Standards. 102-9.9 Portable Changeable (Variable) Message Sign (PCMS): Furnish changeable (variable) message sign in accordance with the plans and Design Standards. The 7 foot by! 0 foot [2.1 by 3 m] PCMS as defined in 990-4.3 may be used as advanced warning maintenance of traffic devices and to supplement other traffic control devices used in work zones. The 5 foot by 8 foot [1.5 by 2.4 m] PCMS as defined in 990-4.3 may be used as alternates to either type A or type B arrow board on advanced warning vehicles or to supplement other traffic control devices used in a work zone. A 5 foot by 8 foot [1.5 by 2.4 m] PCMS may be used as a stand alone maintenance of traffic device only when used for accident or incident management situations as defined in the MUTCD. 102-9.10 Portable Highway Advisory Radio System: Furnish portable highway advisory radio in accordance with the plans and Design Standards. 102-9.11 Portable Regulatory Signs: Provide portable regulatory signs in accordance with the plans and Design Standards. This specification establishes the physical display and operational requirements for solar powered portable regulatory signs. Ensure all portable regulatory signs meet the physical display and operational requirements as described in the Federal Highway Administration's MUTCD. The portable regulatory sign must be activated only during active work activities and deactivated when no work is being performed. The sign must be protected by a security code. Manufacturers seeking approval for Portable Regulatory Signs must submit an application, Material Safety Data Sheet (MSDS) and certification in accordance with 6-1. Only use Portable Regulatory Signs listed on the OPL. Manufacturers providing the signs must provide a certified test report to the Engineer indicating that the signs meet these specification requirements. 102-9.12 Radar Speed Display Unit: Furnish radar speed display unit in accordance with the plans and Design Standards. This Specification establishes the physical display and operational requirements for solar powered, Radar Speed Display Units used in active work zones to inform motorists of the posted speed and their actual speed. Ensure the radar speed display is activated only during active work activities and deactivated when no work is being performed. The display unit must be protected by a security code. Manufacturers seeking approval for a Radar Speed Display Unit must submit an application, MSDS and certification in accordance with 6-1. Only use Radar Speed Display Units listed on the OPL. .., . r""J . " . '1 . r"l . .., . f'1 . ., . r'1 . II . .., . " . ., . .., . .., . - . ...., 09/09 01 000-8 03-4122.F . .., . .., . " . ,., . " . .., . "1 . .., . ., . .., . ,., . n . ,., . r'l . PI . r"'J . ..., . ,... . ..., . Manufacturers providing the device described herein must provide a certified test report to the Engineer indicating the device meets these specification requirements. 102-9.13 Safety Warning Transmitter: Furnish safety-warning transmitter in accordance with the plans and Design Standards. This Specification establishes the physical display and operational requirements for Safety Warning Transmitter units, which employs special microwave transmitters to generate messages in receivers that alert drivers to the presence of specific hazards and traffic conditions. These units may be attached to other devices when called for in the plans or requested by the Engineer. Safety Warning Transmitter units must be Part 90 FCC accepted and meet all requirements specified herein. The Safety Warning Transmitter must be activated only during active work activities and deactivated when no work is being performed. The warning transmitter must be activated and deactivated by a dial-up control system to allow operation of the sign from a remote location via cellular phone or standard telephone line. The warning transmitter must be protected by a security code. Manufacturers seeking approval for a Safety Warning Transmitter must submit an application, MSDS and certification in accordance with 6-1 . Only use Safety Warning Transmitters listed on the QPL. 102-9.14 Temporary Traffic Control Signals: Furnish, install and operate temporary traffic control signals as indicated in the plans. Temporary traffic control signals will consist of either portable or fixed traffic signals. Provide certification that the portable traffic signals meet the requirements of the Design Standards and 603-2. The Engineer may approve used signal equipment if it is in acceptable condition. 102-9.15 Temporary Traffic Detection Technology: Furnish, install and operate Temporary Traffic Detection Technology listed on the Department's APL and approved by the Engineer to restore detection capabilities. 102-9.16 Trucks and Truck Mounted Impact Attenuators: Furnish, install and maintain only those attenuators that have been certified as meeting the requirements of NCHRP 350 and have been properly maintained. Include the cost of trucks and truck mounted impact attenuators in MOT. Use Truck Mounted Attenuators (TMA), when called for in the Design Standards. Limit TMA's to those items listed on the QPL. Manufacturers seeking approval of their TMA must provide the Department certified test reports showing the TMA meets all requirements set by the National Cooperative Research Program Report 350. Certification must include drawings and calculations signed and sealed by a Professional Engineer registered in the State of Florida for each model. Use truck mounted attenuator systems designed and installed in accordance with the manufactures recommendations. Equip the TMA cartridge with lights and reflectors in compliance with applicable Florida motor vehicle laws, including turn signals, dual tail lights, and brake lights. Ensure that lights are visible in both the raised and lowered positions if the unit is capable of being raised. Ensure that the complete unit is painted DOT yellow (Fed. Std. 595 b, No. 13538). Stripe the rear facing of the cartridge in the operating position with the alternating 6 inch [150 mm] white and 6 inch [150 mm] safety orange 45 degree striping to form an inverted "v" at the center of the unit and slope down and toward the outside of 09/09 03-4122.F 01 000-9 .., . r"1 . the unit, in both directions from the center. Ensure the bottom of the cartridge has the same pattern, covering the entire bottom, with 6 inch [150 mm] white and 6 inch [150 mm] safety orange stripes. Use Type III reflectorized sheeting for striping. The trucks and truck mounted impact attenuators will not be paid for separately, but will be included in the cost of Maintenance of Traffic. Payment includes all costs, including furnishing, maintaining and removal when no longer required, and all materials, labor, tools, equipment and incidentals required for attenuator maintenance. I I " . 102-10 Work Zone Pavement Marking. 102-10.1 Description: Furnish and install Work Zone Pavement Markings for maintenance of traffic in construction areas and in close conformity with the lines and details shown on the plans. Meet the requirements of 710-4.3. Use only pavement marking materials that do not contain any lead or chromium compounds. Manufacturers seeking product approval must furnish certified test reports showing the Work Zone Pavement Marking material meets the requirements of this Section. Centerlines, lane lines, edgelines, stop bars and turn arrows in work zones will be required in accordance with the MUTeD with the following additions: (a) Install edgelines on paved shoulders. (b) Place edgelines on all detours where vehicle paths are altered from normal operations and where a lane is narrowed from its normal width for any reason. (c) Apply Work Zone Pavement Markings, including arrows and messages as determined by the Engineer to be required for the safe operation of the facility, before the end of the day if the highway is open to traffic. Channelizing devices may be used to direct traffic during the day before placing the Work Zone Pavement Markings. (d) Work Zone Pavement Markings shall be water borne paint, unless otherwise identified in the plans or approved by the Engineer. The most common types of Work Zone Pavement Markings are water borne paint and removable tape. Other types of Work Zone Pavement Markings may be identified in the plans. 102-10.2 Removable Tape: 102-10.2.1 General: Use only removable tape listed on the Qualified Products List (QPL) and meeting the requirements of 990-5. 102-10.2.2 Application: Apply removable tape with a mechanical applicator to provide pavement lines that are neat, accurate and uniform. Equip the mechanical applicator with a film cut-off device and with measuring devices that automatically and accumulatively measure the length of each line placed within an accuracy tolerance of :t 2%. Ensure removable tape adheres to the road surface. Removable tape may be placed by hand on short sections 500 feet [150 m] or less if it is done in a neat accurate manner. 102-10.2.3 Retroreflectivity: Apply white and yellow traffic stripes and markings that will attain an initial retroreflectivity of not less than 300 mcd/lx'm2 for white and contrast markings and not less than 250 mcd/lx'm2 for yellow markings. Black portions of contrast tapes and black masking tapes must be non-reflective and have a reflectance of less than 5 mcd/lx m2. The retroreflectance of the white, yellow and contrast pavement markings at the end of the six month service life shall not be less than 150 mcd/lx'm2. r"1 . "1 . I I r'1 . I n . ,., . I I " . ,., . 1""'1 - ,.., 09/09 01000-10 03-4122.F . n . ,., ,.., . 102-10.2.4 Removability: Provide removable tape capable of being removed from bituminous concrete and portland cement concrete pavement intact or in substantially large strips, either manually or by a mechanical roll-up device, at temperatures above 400F [40C], without the use of heat, solvents, grinding or blasting. Ensure that the manufacturer shows documented reports that the removable tape meets this requirement after being in place for a minimum of 90 days and under an average daily traffic count per lane of at least 9,000 vehicles per day. 102-10.3 Work Zone Raised Pavement Markers (WZRPM's): Apply all markers in accordance with the Design Standards, Index No. 600. 102-10.4 Paint and Glass Beads: Meet the requirements of Section 710. . ,.., . .., . r-, . 102-11 Method of Measurement. 102-11.1 General: Devices installed/used on the project on any calendar day or portion thereof, within the allowable Contract Time, including time extensions which may be granted, will be paid for at the Contract unit price for the applicable pay item, except those paid for as Lump Sum. 102-11.2 Traffic Control Officers: The quantity to be paid for will be at the Contract unit price per hour (4 hour minimum) for the actual number of officers certified to be on the project site, including any law enforcement vehicle(s) and all other direct and indirect costs. Payment will be made only for those traffic control officers specified in the Plans and authorized by the Engineer. 102-11.3 Special Detours: When a detour facility is specifically detailed in the plans, or is otherwise described or detailed as a special item, and an item for separate payment is included in the proposal, the work of constructing, maintaining, and subsequently removing such detour facilities will be paid for separately. Traffic control devices, warning devices, barriers, signing, and pavement markings for Special Detours will also be paid for separately. When the plans show more than one detour, each detour will be paid for separately, at the Contract lump sum price for each. Where a separate item for a specific detour facility is included in the proposal, payment will be made under Special Detour. 102-11.4 Commercial Material for Driveway Maintenance: The quantity to be paid for will be the certified volume, in cubic yards [cubic meters], of all materials authorized by the Engineer, acceptably placed and maintained for driveway maintenance. The volume, which is authorized to be reused, and which is acceptably salvaged, placed, and maintained in other designated driveways will be included again for payment. 102-11.5 Work Zone Signs: The number of signs (Temporary Regulatory, Warning and Guide) certified as installed/used on the project will be paid for at the Contract unit price for Work Zone Signs. When multiple signs are located on single or multiple post(s), each sign panel will be paid individually. Signs> 20 ft2 [> 1 .9 m2J and detailed in the plans will be paid for under Lump Sum MOT. Portable signs (excluding Mesh signs and signs mounted with < 1 foot [< 0.3 m] ground clearance) and Vehicular Mounted Signs will be included for payment under work zone signs, only if used in accordance with the Design Standards. 102-11.6. Business Signs: The number of business signs certified as installed/used on the project will be paid for at the Contract unit price for Business Signs. ,., . ,., . ,.., . r""J . ,., . ., . I r'1 . '1 . ., . r, . r-, . ,.., 09/09 01 000-1 1 03-4122.F . ..., . ..., . 102-11.7 High Intensity Flashing Lights: The number of high intensity flashing lights (Type B) certified as installed/used on the project will be paid for at the Contract unit price for High Intensity Flashing Lights (Temporary - Type B). 102-11.8 Warning/Channelizing Devices: The number of Type I, Type II, Type III, Vertical Panel and Drum Warning Devices certified as installed/used on the project meeting the requirements of Design Standards, Index No. 600 and have been properly maintained will be paid for at the Contract unit prices for Barricade (Temporary). 102-11.9 Barrier Wall (Temporary): The Contract unit price for Barrier Wall (Temporary) will be full compensation for furnishing, installing, maintaining, and removing the barrier wall. When called for, the Contract unit price for Barrier Wall (Temporary/Relocate) will be full compensation for relocating the barrier. The certified quantity to be paid for will be determined by the number of sections times the nominal length of each section. 102-11.10 Lights, Temporary, Barrier Wall Mount: The number of Type C Steady Burn lights, mounted on barrier wall, certified as installed/used on the project, meeting the requirements of the Design Standards and have been properly maintained will be paid for at the Contract unit price for Lights Temporary, Barrier Wall Mount. 102-11.11 Glare Screen (Temporary): The certified quantity to be paid for will be determined by the number of sections times the nominal length of each section. 102-11.12 Temporary Vehicular Impact Attenuator: 102-11.12.1 Redirective: The quantity to be paid for will be the number of Temporary Vehicular Impact Attenuators (Redirective) certified as installed/used and maintained on the project, including object marker. 102-11.12.2 Inertia: The quantity to be paid for will be the number of Temporary Vehicular Impact Attenuators (Inertia) modules to form each attenuator and certified as installed/used and maintained in accordance with the plans and Design Standards, Index No. 417. 102-11.13 Temporary Guardrail: The quantity to be paid for will be the length, in feet [meters], of temporary guardrail constructed and certified as installed/used on the project. The length of a run of guardrail will be determined as a multiple of the nominal panel lengths. 102-11.14 Advance Warning Arrow Panel: The quantity to be paid at the contract unit price will be for the number of advance warning arrow panels certified as installed/used on the project on any calendar day or portion thereof within the contract time. 102-11.15 Changeable (Variable) Message Sign: The quantity to be paid at the contract unit price will be for the number of changeable (variable) message signs certified as installed/used on the project on any calendar day or portion thereof within the contract time.. Payment will be made for each Changeable (Variable) message sign that is used during the period beginning fourteen working days before Contract Time begins as authorized by the Engineer. 102-11.16 Portable Highway Advisory Radio System: The quantity to be paid for will be the number of portable highway advisory radio system certified as installed/used on the project on any calendar day or portion thereof within the contract time, will be paid for the contract unit price for portable highway advisory radio system. 102-11.17 Portable Regulatory Signs: The quantity to be paid for will be the number of portable regulatory sign certified as installed/used on the project on any I " . ..., . " . '1 . r"I . ,., . ,.., . ,., . ..., . .., . I " . ,., . 1"1 . ., . ..., 09/09 01000-12 03-4122.F . - ,.., . .., . -, calendar day or portion thereof within the contract time, will be paid for the contract unit price for portable regulatory sign. 102-11.18 Radar Speed Display Unit: The quantity to be paid for will be the number of radar speed display units certified as installed/used on the project on any calendar day or portion thereof within the contract time, will be paid for the contract unit price for radar speed display unit. 102-11.19 Safety Warning Transmitter: The quantity to be paid for will be the number of safety warning transmitter certified as installed/used on the project on any calendar day or portion thereof within the contract time, will be paid for the contract unit price for safety warning transmitter. 102-11.20 Temporary Traffic Control Signals: The quantity of Temporary Traffic Control Signals to be paid for will be the number of completed installations (each signalized location) of portable traffic signals, or the number of fixed traffic signals in place and operating on the project, as authorized by the Engineer and certified as in place and in operation on the project. 102-11.21 Temporary Traffic Detection Technology: The quantity of Temporary Traffic Detection Technology to be paid for will be the number of completed and accepted intersections utilizing Temporary Traffic Detection Technology, authorized by the Engineer and certified as completed on the project. Compensation will begin the day Temporary Traffic Detection Technology is placed into operation and approved by the Engineer and will end the day the permanent detection is operational and approved by the Engineer. 102-11.22 Work Zone Pavement Markings: The quantities, furnished and installed, to be paid for will be the length of skip and solid pavement markings, and the area of pavement markings placed as follows: (a) The total transverse distance, in feet [meters], of skip pavement marking authorized and acceptably applied. The length of actual applied line will depend on the skip ratio of the material used. Measurement will be the distance from the beginning of the first stripe to the end of the last stripe with proper deductions made for unpainted intervals as determined by plan dimensions or stations, subject to 9-1.3. (b) The net length, in feet [meters], of solid pavement marking authorized and acceptably applied. (c) The number of directional arrows or pavement messages authorized and acceptably applied. (d) The number of WZRPM's authorized and acceptably applied. .., . r'l . .., . ., . I I r"1 . ..., . .., . . ., . .., . 102-12 Submittals. 102-12.1 Submittal Instructions: Prepare a certification of quantities, using the Department's current approved form, for certified Maintenance of Traffic payment items for each project in the Contract. Submit the certification of quantities to the Engineer. The Department will not pay for any disputed items until the Engineer approves the certification of quantities. 102-12.2 Contractor's Certification of Quantities: Request payment by submitting a certification of quantities no later than Twelve O'clock noon Monday after the estimate cut-off date or as directed by the Engineer, based on the amount of work done or completed. Ensure the certification consists of the following: (a) Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents. ., . .., I . .., . ,..... . ,..., 09/09 01 000-1 3 03-4122.F . - ,.., . M r"1 . (b) The basis for arriving at the amount of the progress certification, less payments previously made and less an amount previously retained or withheld. The basis will include a detail breakdown provided on the certification of items of payment in accordance with 102-13. After the initial setup of the maintenance of traffic items and counts, the interval for recording the counts will be made weekly on the certification sheet unless there is a change. This change will be documented on the day of occurrence. Some items may necessitate a daily interval of recording the counts. . .., . 1""1 102-13 Basis of Payment. 102-13.1 Maintenance of Traffic (General Work): When an item of work is included in the proposal, price and payment will be full compensation for all work and costs specified under this Section except as may be specifically covered for payment under other items. 102-13.2 Traffic Control Officers: Price and payment will be full compensation for the services of the traffic control officers. 102-13.3 Special Detours: Price and payment will be full compensation for providing all detour facilities shown on the plans and all costs incurred in carrying out all requirements of this Section for general maintenance of traffic within the limits of the detour, as shown on the plans. 102-13.4 Commercial Materials for Driveway Maintenance: Price and payment will be full compensation for all work and materials specified for this item, including specifically all required shaping and maintaining of driveways. 102-13.5 Work Zone Signs: Price and payment will be full compensation for all work and materials for furnishing signs, supports and necessary hardware, installation, relocating, maintaining and removing signs. 102-13.6. Business Signs: Price and payment will be full compensation for all materials and labor required for furnishing, installing, relocating, maintaining, and removing the signs as well as the cost of installing any logos provided by business owners. 102-13.7 High Intensity Warning Lights: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing high intensity flashing lights (Type B). 102-13.8 Channelizing Devices: Prices and payment will be full compensation for furnishing, installing, relocating, maintaining and removing the warning devices, including the costs associated with attached warning lights as required. 102-13.9 Barrier Wall (Temporary): Price and payment will be full compensation for furnishing, installing, maintaining, and removing the barrier. When called for, Barrier Wall (Temporary) (Relocate) will be full compensation for relocating the barrier. 102-13.10 Lights, Temporary, Barrier Wall Mount: Price and payment will be full compensation for all work and materials for furnishing, installing and maintaining the warning lights mounted on barrier wall. Payment will not be made for lights that are improperly placed or are not working. 102-13.11 Glare Screen (Temporary): Price and payment will be full compensation for furnishing, installing, maintaining, and removing the glare screen certified as installed/used on the project. When called for, Glare Screen (Relocate) will be full compensation for relocating the glare screen. 102-13.12 Temporary Vehicular Impact Attenuator: 102-13.12.1 Redirective: Price and payment will be full compensation for furnishing, installing, maintaining and subsequently removing such attenuators. Restoration '1 . '1 . I I r'1 . ,., . f'l . . r"1 . I f'l . 1"1 . " . ..., . .., 09/09 01000-14 03-4122.F . ....... . ,., .., of damaged attenuators will be paid for at the invoice price plus 20%, for the new parts as authorized by the Engineer. Payment for restoration will be full compensation for all necessary work and materials. 102-13.12.2 Inertia: Price and payment for the number of modules necessary for the completed attenuator will be full compensation for furnishing, installing, maintenance and removal at each specified location. In addition, payment will be made for new modules replaced due to damages, excluding damage caused by the Contractor's operations. 102-13.13 Temporary Guardrail: Price and payment will be full compensation for furnishing all materials required for a complete installation, including end anchorage assemblies and any end connections to other structures and for installing, maintaining and removing guardrail. 102-13.14 Advance Warning Arrow Panel: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing advance warning arrow panels. 102-13.15 Changeable (Variable) Message Sign: Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing changeable message signs. 102-13.16 Portable Highway Advisory Radio System: Price and payment will be full compensation for furnishing and installing, all labor, cables, hardware, accessories, incidental items necessary for a complete and functional system as described in these Specifications, including relocating if necessary and any field intensity or other measurements needed to insure that the system is operating properly and conforms to all F.C.C. requirements. 102-13.17 Portable Regulatory Signs: Price and payment will be full compensation for furnishing, installing, relocating, maintaining and removing a completely functioning system as described in these specifications portable regulatory signs. Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing changeable message signs. Payment will include all labor, materials, incidentals, repairs and any actions necessary to operate and maintain the unit at all times that work is being performed or traffic is being affected by construction and/or maintenance of traffic operations. 102-13.18 Radar Speed Display Unit: Price and payment will be made only for a completely functioning system as described in these specifications. Payment will include all labor, hardware, accessories, signs, and incidental items necessary for a complete system. Payment will include any measurements needed to insure that the unit conforms to all specification requirements. Payment will include all labor, materials, incidentals, repairs and any actions necessary to operate and maintain the unit at all times that work is being performed or traffic is being affected by construction and/or maintenance of traffic operations. Price and payment will be full compensation for furnishing, installing, operating, relocating, maintaining and removing radar speed display unit. 102-13.19 Safety Warning Transmitter: Price and payment will be full compensation for furnishing and installing and relocating if required to provide a completely functioning system as described in these specifications. Payment will include all labor, hardware, accessories, and incidental items necessary for a complete system. Payment will include any measurements needed to insure that the transmitter conforms to all specification requirements, all labor, materials, incidentals, repairs and any . r'l I r'J . .., . .., . .., . ,.., I r'1 . ..., . ,.., . . 1""'1 . r'l . r'l . ,..., . r-, . ,.., . .., 09/09 01 000-1 5 03-4122.F - .., . II . ..., actions necessary to operate and maintain the unit at all times during active work activities. 102-13.20 Temporary Traffic Control Signals: Price and payment will constitute full compensation for furnishing, installing, operating, maintaining and removing temporary traffic control signals including all equipment and components necessary to provide an operable traffic signal. 102-13.21 Temporary Traffic Detection Technology: Price and payment of per intersection/per day will constitute full compensation for furnishing, installing, operating, maintaining and removing temporary traffic detection technology including all equipment and components necessary to provide an acceptable signalized intersection. Take ownership of all equipment and components. 102-13.22 Work Zone Pavement Markings: Prices and payments will be full compensation for all work specified in Section 710, including, all cleaning and preparing of surfaces, furnishing of all materials, application, curing and protection of all items, protection of traffic, furnishing of all tools, machines and equipment, and all incidentals necessary to complete the work. Final payment will be withheld until all deficiencies are corrected. Removable Tape may be substituted for work zone paint at no additional cost to the Department. Payment for class A or B Raised Pavement Markers used to supplement line markings will be paid for under Item No. 102-78 [Item No. 2102-781, Reflective Pavement Marker. Install these markers as detailed in the Design Standards. 102-13.23 Payment Items: Payment will be made under: Item No. 102- 1- Maintenance of Traffic - lump sum. Item No. 2102- 1- Maintenance of Traffic - lump sum. Item No. 102- 2- Special Detour - lump sum. Item No. 2102- 2- Special Detour - lump sum. Item No. 102- 3- Commercial Materials for Driveway Maintenance - per cubic yard. Item No. 2102- 3- Commercial Materials for Driveway Maintenance - per cubic meter. Item No. 102- 14- Traffic Control Officers - per hour. Item No. 2102- 14- Traffic Control Officers - per hour. Item No. 102- 60- Work Zone Signs - per each per day. Item No. 2102- 60- Work Zone Signs - per each per day. Item No. 102- 61- Business Signs - each. Item No. 2102- 61- Business Signs - each. Item No. 102- 71- Barrier Wall - per foot. Item No. 2102- 71- Barrier Wall - per meter. Item No. 102- 94- Glare Screen - per foot. Item No. 2102- 94- Glare Screen - per meter. Item No. 102- 73- Guardrail (Temporary) - per foot. Item No. 2102- 73- Guardrail (Temporary) - per meter. Item No. 102- 74- Barricade (Temporary) - per each per day. Item No. 2102- 74- Barricade (Temporary) - per each per day. Item No. 102- 76- Advanced Warning Arrow Panel - per each per day. Item No. 2102- 76- Advanced Warning Arrow Panel - per each per day. n . .., . II . .., . r"1 . .., I '1 . ,., . ,., . . J-, . ..., . ..., . n . ,., . r"" . ..., 09/09 01000-16 03-4122.F . n . .., . ., . .., . ..., . " . I ,., . ..., . .., . ..., . ., . ., . " . " . .., . r"1 . 1""1 . r"1 09/09 . Item No. 102- 77- High Intensity Flashing Lights (Temporary - Type B) - per each per day. Item No. 2102- 77- High Intensity Flashing Lights (Temporary - Type B) - per each per day. Item No. 102- 78- Reflective Pavement Markers - each. Item No. 2102- 78- Reflective Pavement Markers - each. Item No. 102- 79- Lights, Temporary, Barrier Wall Mount - per each per day. Item No. 2102- 79- Lights, Temporary, Barrier Wall Mount - per each per day. Item No. 102- 81- Vehicular Impact Attenuator Modules (Inertia) Temporary) - each. Item No. 2102- 81- Vehicular Impact Attenuator Modules (Inertia) (Temporary) - each. Item No. 102- 89- Vehicular Impact Attenuator (Temporary) - per location. Item No. 2102- 89- Vehicular Impact Attenuator (Temporary) - per location. Item No. 102- 99- Changeable (Variable) Message Sign (Temporary) - per each per day. Item No. 2102- 99- Changeable (Variable) Message Sign (Temporary) - per each per day. Item No. 102-104- Temporary Traffic Control Signals (Portable) - per each per day. Item No. 2102-104- Temporary Traffic Control Signals (Portable) - per each per day. Item No. 102-104- Temporary Traffic Control Signals (Fixed) - per each per day. Item No. 2102-104- Temporary Traffic Control Signals (Fixed) - per each per day. Item No. 102-107- Temporary Traffic Detection - per day. Item No. 2102-107- Temporary Traffic Detection - per day. Item No. 102-150- Portable Regulatory Signs - per each per day. Item No. 2102-150- Portable Regulatory Signs - per each per day. Item No. 102-150- Radar Speed Display Unit - per each per day. Item No. 2102-150- Radar Speed Display Unit - per each per day. Item No. 102-150- Safety Warning Transmitter - per each per day. Item No. 2102-150- Safety Warning Transmitter - per each per day. Item No. 102-150- Highway Advisory Radio - per each per day. Item No. 2102-150- Highway Advisory Radio - per each per day. Item No. 102-911- Removable Pavement Marking (White/Black) - per foot. Item No. 2102-911- Removable Pavement Marking (White/Black) - per meter. Item No. 102-912- Removable Pavement Marking (Yellow) - per foot. Item No. 2102-912- Removable Pavement Marking (Yellow) - per meter. Item No. 711- 31- Skip Traffic Stripe (White) - per gross mile. Item No. 2711- 31- Skip Traffic Stripe (White) - per gross kilometer. Item No. 711- 32- Skip Traffic Stripe (Yellow) - per gross mile. Item No. 2711- 32- Skip Traffic Stripe (Yellow) - per gross kilometer. Item No. 711- 33- Skip Traffic Stripe (White) - per foot. 01000-17 03-4122.F n . .., . Item No. 2711- 33- Skip Traffic Stripe (White) - per meter. Item No. 711- 34- Skip Traffic Stripe (Yellow) - per foot. Item No. 2711- 34- Skip Traffic Stripe (Yellow) - per meter. Item No. 711- 35- Solid Traffic Stripe (White) - per foot. Item No. 2711- 35- Solid Traffic Stripe (White) - per meter. Item No. 711- 36- Solid Traffic Stripe (Yellow) - per foot. Item No. 2711- 36- Solid Traffic Stripe (Yellow) - per meter. Item No. 711- 37- Solid Traffic Stripe (White) - per net mile. Item No. 2711- 37- Solid Traffic Stripe (White) - per net kilometer. Item No. 711- 38- Solid Traffic Stripe (Yellow) - per net mile. Item No. 2711- 38- Solid Traffic Stripe (Yellow) - per net kilometer. Item No. 710- 21- Skip Traffic Stripe (White/Black) - per gross mile. Item No. 2710- 21- Skip Traffic Stripe (White/Black) - per gross kilometer. Item No. 710- 22- Skip Traffic Stripe (Yellow) - per gross mile. Item No. 2710- 22- Skip Traffic Stripe (Yellow) - per gross kilometer. Item No. 710- 23- Solid Traffic Stripe (White/Black) - per net mile. Item No. 2710- 23- Solid Traffic Stripe (White/Black) - per net kilometer. Item No. 710- 24- Solid Traffic Stripe (Yellow) - per net mile. Item No. 2710- 24- Solid Traffic Stripe (Yellow) - per net kilometer. Item No. 710- 25- Solid Traffic Stripe (White/Black) - per foot. Item No. 2710- 25- Solid Traffic Stripe (White/Black) - per meter. Item No. 710- 26- Solid Traffic Stripe (Yellow) - per foot. Item No. 2710- 26- Solid Traffic Stripe (Yellow) - per meter. Item No. 710- 6- Directional Arrows, Painted - each. Item No. 2710- 6- Directional Arrows, Painted - each. Item No. 710- 7- Pavement Messages, Painted - each. Item No. 2710- 7- Pavement Messages, Painted - each. ..., . ,., . ,., . I"'l . .., . r, . r-, . r"1 . ,., . ..., 104 PREVENTION, CONTROL AND ABATEMENT OF EROSION AND WATER POLLUTION. (REV 5-24-04) (FA 7-13-04) (1-05) . ..., . ARTICLE 104-5 (Pages 123-125) is deleted and the following substituted: ,., . 104-5 Preconstruction Requirements. At the Preconstruction Conference, provide to the Department an Erosion Control Plan meeting the requirements or special conditions of all permits authorizing project construction. If no permits are required or the approved permits do not contain special conditions or specifically address erosion and water pollution, the project Erosion Control Plan will be governed by 7-1.1, 7-2.2, 7-8.1, 7-8.2, and Section 104. When a DEP generic permit is issued, the Contractor's Erosion Control Plan shall be prepared to accompany the Department's Storm water Pollution Prevention Plan (SWPPP). Ensure the Erosion Control Plan includes procedures to control off-site tracking of soil by vehicles and construction equipment and a procedure for cleanup and reporting of non-storm water discharges, such as contaminated groundwater or accidental spills. Do not begin any soil disturbing activities until Department approval of the Contractor's Erosion Control Plan, including required signed certification statements. r'l . r'l . ,., . ,.., . 1"""1 09/09 01000-18 03-4122.F . ,., . ,., . n . Failure to sign any required documents or certification statements will be considered a default of the Contract. Any soil disturbing activities performed without the required signed documents or certification statements may be considered a violation of the DEP Generic Permit. When the SWPPP is required, prepare the Erosion Control Plan in accordance with the planned sequence of operations and present in a format acceptable to the Department. The Erosion Control Plan shall describe, but not be limited to, the following items or activities: (1) For each phase of construction operations or activities, supply the following information: (a) Locations of all erosion control devices (b) Types of all erosion control devices (c) Estimated time erosion control devices will be in operation (d) Monitoring schedules for maintenance of erosion control devices (e) Methods of maintaining erosion control devices (f) Containment or removal methods for pollutants or hazardous r'1 . r"1 . ,., . n . wastes r-, . (2) The name and telephone number of the person responsible for monitoring and maintaining the erosion control devices. (3) Submit for approval the Erosion Control Plans meeting paragraphs 3a, 3b, f'1 . or 3c below: ,., (a) Projects permitted by the Southwest Florida Water Management District (SWFWMD), require the following: Submit a copy of the Erosion Control Plan to the Engineer for review and to the appropriate SWFWMD Office for review and approval. Include the SWFWMD permit number on all submitted data or correspondence. The Contractor may schedule a meeting with the appropriate SWFWMD Office to discuss his Erosion Control Plan in detail, to expedite the review and approval process. Advise the Engineer of the time and place of any meetings scheduled with SWFWMD. Do not begin construction activities until the Erosion Control Plan receives written approval from both SWFWMD and the Engineer. (b) Projects permitted by the South Florida Water Management District or the St. Johns River Water Management District, require the following: Obtain the Engineer's approval of the Erosion Control Plan. Do not begin construction activities until the Erosion Control Plan receives written approval from the Engineer. (c) Projects authorized by permitting agencies other than the Water Management Districts or projects for which no permits are required require the following: The Engineer will review and approve the Contractor's Erosion " . ,.., . . 1"1 . .., . ,., . Control Plan. n Do not begin construction activities until the Erosion Control Plan receives written approval from the Engineer. Comply with the approved Erosion Control Plan. . . ,., . r1 . ,.., 09/09 01 000-1 9 03-4122.F . ,.., . " . SUBARTICLE 104-6.4.9 (Page 127). The text IS deleted and the following su bstituted: '"'1 . r'1 . Provide bales having minimum dimensions of 14 by 18 by 36 inches [350 by 450 by 900 mm] at the time of placement. Construct Baled Hay or Straw dams according to details shown in the plans, as directed by the Project Engineer or as shown in the Design Standards to protect against downstream accumulations of sediment. Use natural baled hay or straw meeting the requirements of Section 981-3 or synthetic hay bales may be used as an alternative to natural baled hay or straw. Synthetic hay bales should be interlocking, have pre-made stake holes, are made of synthetic fibers (polypropylene, nylon, polyester) that meet the Environmental Protection Agency's TCLP standards, and produced into a filter medium with needle-punched fibers. Use synthetic hay bales listed on the QPL. Wash out and remove sediment deposits when the deposits reach 1/2 the height of the reusable synthetic hay bale or as directed by the Engineer. Dispose of the washout in accordance with Section 104-3 or in an area approved by the Engineer. Synthetic hay bales that have had sediment deposits removed may be reinstalled on the project as approved by the Engineer. ,.., . '1 . .., . ., . ARTICLE 104-6 (Pages 125-128) is expanded by the addition of the following new Subarticle: I n 104-6.4.13 Artificial Coverings: General: Install artificial coverings in locations where temporary protection from erosion is needed. Two situations occur that require artificial coverings. The two situations have differing material requirements, which are described below. (1) Use artificial coverings composed of natural or synthetic fiber mats, plastic sheeting, or netting as protection against erosion, when directed by the Engineer, during temporary pauses in construction caused by inclement weather or other circumstances. Remove the material when construction resumes. (2) Use artificial coverings as erosion control blankets, at locations shown in the plans, to facilitate plant growth while permanent grassing is being established. For the purpose described, use non-toxic, biodegradable, natural or synthetic woven fiber mats. Install in accordance with 571-3 as for plastic erosion mat. Install erosion control blankets capable of sustaining a maximum design velocity of 6.5 ft/sec [2 m/sec] as determined from tests performed by Utah State University, Texas Transportation Institute or an independent testing laboratory approved by the Department. Furnish to the Engineer, two certified copies of manufacturers test reports showing that the erosion control blankets meet the requirements of this Specification. Certification must be attested, by a person having legal authority to bind the manufacturing company. Also, furnish two 4 by 8 inch [100 by 200 mm] samples for product identification. The manufacturers test records shall be made available to the Department upon request. Leave the material in place, as installed, to biodegrade. r'l . ~ . . 1'"1 . I I 1""'1 . SUBARTICLE 104-7.1 (page 128) is deleted and the following substituted: ,., 104-7.1 General: Provide routine maintenance of permanent and temporary erosion control features, at no expense to the Department, until the project is complete and accepted. If reconstruction of such erosion control features is necessary due to the . ,.., . n 09/09 01000-20 03-4122.F . .., . ..., . Contractor's negligence or carelessness or, in the case of temporary erosion control features, failure by the Contractor to install permanent erosion control features as scheduled, the Contractor shall replace such erosion control features at no expense to the Department. If reconstruction of permanent or temporary erosion control features is necessary due to factors beyond the control of the Contractor, the Department will pay for replacement under the appropriate Contract pay item or items. Inspect all erosion control features at least once every seven calendar days and within 24 hours of the end of a storm of 0.50 inches [12 mm] or greater. Maintain all erosion control features as required in the Stormwater Pollution Prevention Plan, Contractor's Erosion Control plan and as specified in the State of Florida Department of Environmental Protection Generic Permit for Stormwater Discharge from Large and Small Construction Activities. ..., . ~ . I " . SUBARTICLE 104-7.2 (Page 129) is deleted and the following substituted: I n . 104-7.2 Mowing: The Engineer may direct mowing of areas within the limits of the project, in addition to and apart from those areas specified in Section 580. Mow these designated areas within seven days of receiving such order. Remove and properly dispose of all litter and debris prior to the mowing operation. Use conventional and specialized equipment along with hand labor to mow the entire area including slopes, wet areas, intersections, overpasses and around all appurtenances. Mow all areas to obtain a uniform height of 6 inches [150 mm], unless directed otherwise by the Engineer. " . .., . ARTICLE 104-9 (Page 129) is deleted and the following substituted: ..., 104-9 Method of Measurement. When separate items for temporary erosion control features are included in the Contract, the quantities to be paid for will be: (1) the areas, in square yards [square meters], of Artificial Coverings; (2) the area, in acres [hectares], of Mowing; including litter, debris removal and disposal, equipment, labor, materials and incidentals; (3) the volume, in cubic yards [cubic meters], of Sandbagging, measured in accordance with 530-4.1; (4) the length, in feet [meters], of Slope Drains (Temporary), measured along the surface of the wor~ constructed; (5) the number of Sediment Basins acceptably constructed; (6) the number of Sediment Basin Cleanouts acceptably accomplished; (7) the number of hay or straw bales; (8) the length, in feet [meters], of Floating Turbidity Barrier; (9) the length, in feet [meters], of Staked Turbidity Barrier; (10) the length, in feet [meters], of Staked Silt Fence; (11) seeding materials in accordance with Section 570 and (12) the number of Rock Bags acceptably placed. The quantity of floating turbidity barrier, relocated turbidity barrier, staked turbidity barrier, and staked silt fence to be paid for will be the total length, in feet [meters], furnished, installed, and accepted at a new location, regardless of whether materials are new or used or relocated from a previous installation on the project. .., . . I ..., . ,., . ,.., I . ..., . r'I . ...., 09/09 01000-21 03-4122.F . ,.., . " . 105 CONTRACTOR QUALITY CONTROL GENERAL REQUIREMENTS-PERSONNEL QUALIFICATIONS. (REV 11-2-05) (FA 2-17-06) (7-06) ., . ARTICLE 105-5 (pages 133-138) is deleted and the following substituted: r"1 . r-, 105-5 Personnel Qualifications. 105-5.1 General: Provide qualified personnel for sampling, testing and inspection of materials and construction activities. Ensure that qualifications are maintained during the course of sampling, testing and inspection. Construction operations that require a qualified technician must not begin until the Department verifies that the technician is on the CTQP list of qualified technicians. The CTQP lists are subject to satisfactory results from periodic Independent Assurance evaluations. 105-5.2 QC Manager: Designate a QC Manager who has full authority to act as the Contractor's agent to institute any and all actions necessary for the successful implementation of the QC Plan. The QC Manager must speak and understand English. The QC Manager must be on-site at the project on a daily basis or always available upon four hours notice to administer the QC Plan. This includes administering, implementing, monitoring, and as necessary, adjusting the processes to ensure compliance with the Contract Documents. Ensure that the QC Manager is qualified as such through the Construction Training/Qualification Program. Under the direction of the QC Manager, and using Department's standard forms provided by the Engineer, summarize the daily QC activities including testing and material sampling. Since erasures are strictly prohibited on all reports and forms, use blue or colored ink, not black ink. If manual corrections to original data are necessary, strike through, correct, and date the entry, including the initials of the person making the correction. Make copies of the completed forms available for the Department to review daily unless otherwise required in the respective Sections of the Specifications. Ensure that the QC test data is entered into the Department's database on a daily basis. Maintain all Quality Control related reports and documentation for a period of three years from final acceptance of the project. Make copies available for review by the Department upon request. 105-5.3 Worksite Traffic Supervisor: Provide a Worksite Traffic Supervisor who is responsible for initiating, installing, and maintaining all traffic control devices as described in Section 102 and in the Contract Documents. Ensure that the Worksite Traffic Supervisor is certified in the advanced training category by a Department approved training Provider. Approved Providers will be posted on the Department's website at the following URL address: www.dot.state.fl.us/rddesign/MOT/MOT.htm . Use approved alternate Worksite Traffic Supervisors when necessary. 105-5.4 Flagger: Provide trained flaggers to direct traffic where one-way operation in a single lane is in effect and in other situations as required. The Worksite Traffic Supervisor or others as approved by the Department will provide training for flaggers. 105-5.5 Earthwork QC Technicians: 105-5.5.1 Earthwork Level I: Ensure the inspector who samples soil and earthwork materials from the roadway project, takes earthwork moisture and density readings, and records those data in the Density Log Book holds a Construction Training and Qualification Program (CTQP) Earthwork Construction Inspection Level I qualification. n . .., . ., . .., . ,., . ., . ,., . . n . r"J . ,., . " . n . r"I . ...., 09/09 01000-22 03-4122.F . ,.., . .., . .., . .., . ,., . .., . n . '1 . ,., I I ,., . f'"'I . ,., . I""J . I 1""1 . ,.., . 1""1 . ,.., . inspector responsible for on the roadway, and for holds a CTQP Earthwork 105-5.5.2 Earthwork Level II: Ensure the determining the disposition of soil and earthwork materials interpreting and meeting Contract Document requirements Construction Inspection Level II qualification. 105-5.6 Asphalt QC Technicians: 105-5.6.1 Plant Technicians: For asphalt plant operations, provide a QC technician, qualified as a CTQP Asphalt Plant Level II technician, available at the asphalt plant at all times when producing mix for the Department. Perform all asphalt plant related testing with a CTQP Asphalt Plant Level I technician. 105-5.6.2 Paving Technicians: For paving operations, keep a qualified CTQP Asphalt Paving Level II technician on the roadway at all times when placing asphalt mix for the Department, and perform all testing with a CTQP Asphalt Paving Level I technician. As an exception, measurements of cross-slope, temperature and yield (spread rate) can be performed by someone under the supervision of a CTQP Paving Level II technician. 105-5.6.3 Mix Designer: Ensure all mix designs are developed by individuals who are CTQP qualified as an Asphalt Hot Mix Designer. 105-5.6.4 Documentation: Document all QC procedures, inspection, and all test results and make them available for review by the Engineer throughout the life of the Contract. 105-5.7 Concrete QC Technicians: 105-5.7.1 Concrete Field Technician - Levell: Ensure technicians performing plastic property testing on concrete for materials acceptance are qualified CTQP Concrete Field Technicians Levell. Plastic property testing will include but not be limited to slump, temperature, air content, water-to-cementitious materials ratio calculation, and making and curing concrete cylinders. Duties will include initial sampling and testing to confirm specification compliance prior to beginning concrete placements, ensuring timely placement of initial cure and providing for the transport of compressive strength samples to the designated laboratories. Technicians who test concrete properties or perform Verification testing for the Department must posses this qualification. 105-5.7.2 Concrete Field Technician - Level II: Ensure field technicians responsible for the quality of concrete being placed on major bridge projects are qualified CTQP Concrete Field Technicians Level II. A Level II Technician must be present on the jobsite during all concrete placements. Prior to the placement of concrete, the technician will inspect the element to be cast to ensure compliance with Contract Documents. A Level II Technician's duties may include ensuring that concrete testing, inspection, and curing in the field is performed in accordance with applicable Contract Documents. The QC Technician will inform the Verification Technician of anticipated concrete placements and LOT sizes. 105-5.7.3 Concrete Laboratory Technician - Level I: Ensure technicians testing cylinders and recording concrete strength for material acceptance are qualified CTQP Concrete Laboratory Technicians Level I. Duties include final curing, compressive strength testing, and the recording/reporting of all test data. 105-5.7.4 Concrete Production Facility Manager of Quality Control: Ensure each concrete production facility has a Facility Manager for QC with the following qualifications: 1. CTQP Concrete Laboratory Technician Level I, Concrete Field Technician-Level I, and Batch Plant Operator. As alternatives to these qualifications, the Department will accept: 09/09 01000-23 03-4122.F .., . ,.., . Prestressed Concrete Institute (PCI) Level III or National Ready Mixed Concrete Association (NRMCA) Concrete Technologist Level II, as equivalent qualifications. 2. Three years of QC experience directly related to cement concrete " I production. II 3. Demonstrated proficiency In implementing, supervIsing, and maintaining surveillance over a QC Program. 4. Experience and certification in performance of required QC tests and statistical evaluation of quality control test results. 105-5.8 Supervisory Personnel - Bridge Structures: 105-5.8.1 General: Provide supervisory personnel meeting the qualification requirements detailed in this Article. Submit qualifications to the Engineer at the pre- construction conference. Do not begin Construction until the qualifications of supervisory personnel have been approved by the Engineer. 105-5.8.2 Proof of License or Certification: Submit a copy of the Professional Engineer license current and in force issued by the state in which registration is held. The license must be for the field of engineering that the construction work involves such as Civil, Electrical or Mechanical. Under certain circumstances Florida registration may be required. Submit a copy of the license issued by the State of Florida for tradesmen that require a license indicating that the license is in force and is current. Submit a copy of the certification issued by the Instrumentation, Systems and Automation Society of America for each Certified Control Systems Technician. 105-5.8.3 Experience Record: Submit the following information for supervisory personnel to substantiate their experience record. The supervisor (project engineer, superintendent/manager or foreman) seeking approval must provide a notarized certification statement attesting to the completeness and accuracy of the information submitted. Provide the following experience information for each individual seeking approval as a supervisor: Project owner's name and telephone number of an owner's representative, project identification number, state, city, county, highway number and feature intersected. Provide a detailed description of each bridge construction experience, and the level of supervisory authority during that experience. Report the duration in weeks, as well as begin and end dates, for each experience period. Provide the name, address and telephone number of an individual that can verify that the experience being reported is accurate. This individual should have been an immediate supervisor unless the supervisor cannot be contacted in which case another individual with direct knowledge of the experience is acceptable. 105-5.8.4 Concrete Post-Tensioned Segmental Box Girder Construction: Ensure the individuals filling the following positions meet the minimum requirements as follows: 105-5.8.4.1 Project Engineer: Ensure the Project Engineer is a registered professional engineer with five years of bridge construction experience. Ensure a minimum of three years of experience is in Segmental Box Girder Construction Engineering and includes a minimum of one year in segmental casting yard operations and related surveying, one year in segment erection and related surveying, including post-tensioning I I I ..., . ,.., . " . '1 . ,., . ...., . I ,.., . ,., . ,.., . . rl . M 09/09 01000-24 03-4122.F . .., . .., . . and grouting of longitudinal tendons and a minimum of one year as the Project Engineer in responsible charge of Segmental Box Girder Construction Engineering. 105-5.8.4.2 Project Superintendent/Manager: Ensure the Project Superintendent/Manager has a minimum of ten years of bridge construction experience or is a registered professional engineer with five years of bridge construction experience. Ensure that a minimum of three years of experience is in Segmental Box Girder construction operations and includes a minimum of one year in the casting yard operations and related surveying, one year in segment erection and related surveying including post- tensioning and grouting of longitudinal tendons and a minimum of one year as the Project Superintendent/Manager in responsible charge of Segmental Box Girder construction operations. 105-5.8.4.3 Foreman: Ensure that the Foreman has a minimum of five years of bridge construction experience with two years of experience in Segmental Box Girder Operations and a minimum of one year as the foreman in responsible charge of a Segmental Box Girder Operations. 105-5.8.4.4 Geometry Control Engineer/Manager: Ensure that the Geometry Control Engineer/Manager for construction of cast-in-place box segments is a Registered Professional Engineer with one year of experience, a non-registered Engineer with three years of experience or a Registered Professional Land Surveyor with three years of experience in geometry control for casting and erection of cast-in-place box segments. Credit for experience in cast-in-place box girder geometry control will be given for experience in precast box girder geometry control but not vice versa. Ensure that the Geometry Control Engineer/Manager for precast box segments is a Registered Professional Engineer with one year of experience or non-registered with three years of experience in casting yard geometry control of concrete box segments. The Geometry Control Engineer/Manager must be responsible for and experienced at implementing the method for establishing and maintaining geometry control for segment casting yard operations and segment erection operations and must be experienced with the use of computer programs for monitoring and adjusting theoretical segment casting curves and geometry. This individual must be experienced at establishing procedures for assuring accurate segment form setup, post-tensioning duct and rebar alignment and effective concrete placement and curing operations as well as for verifying that casting and erection field survey data has been properly gathered and recorded. 105-5.8.4.5 Surveyor: Ensure that the Surveyor in charge of geometry control surveying for box segment casting and/or box segment erection has a minimum of one year of bridge construction surveying experience. 105-5.8.5 Movable Bridge Construction: Ensure the individual filling the following positions meet the minimum requirements as follows: 105-5.8.5.1 Electrical Journeyman: Ensure the Electrical Journeyman holds, an active journeyman electrician's license and has at least five years experience in industrial electrical work, or is a Certified Control Systems Technician. A Certified Control Systems Technician will not be permitted to perform electrical power work including, but not limited to, conduit and wire-way installation or power conductor connection. Ensure the electrical journeyman has successfully completed the installation of one similar movable bridge electrical system during the last three years. 105-5.8.5.2 Control Systems Engineer and Mechanical Systems Engineer: Ensure the Control Systems Engineer and Mechanical Systems Engineer are both ,.., . n . .... . r, . " . 11 . ,.., . n . .., . ,., r'"J . ,.., . ,., . n . ,., . ,., . .., 09/09 01000-25 03-4122.F . M . fl . - registered Professional Engineers with a minimum of 10 years supervisory experience each in movable bridge construction. Ensure the Engineers have working knowledge of the movable bridge leaf motion control techniques, mechanical equipment and arrangements specified for this project. Ensure that each Engineer has been in responsible control of the design and implementation of at least three movable bridge electrical control and machinery systems within the past 10 years of which, at least one of the three bridges was within the last three years. Ensure that a minimum of one of the three bridge designs incorporated the same type of leaf motion control and machinery systems specified for this project. 105-5.8.6 Concrete Post-Tensioned Other Than Segmental Box Girder Construction: Ensure the individual filling the following positions meet the minimum requirements as follows: 105-5.8.6.1 Project Engineer: Ensure the Project Engineer is a registered Professional Engineer with five years of bridge construction experience. Ensure that a minimum of three years of experience is in concrete post-tensioned construction. Ensure that the three years of experience includes experience in girder erection, safe use of cranes, stabilization of girders; design of false work for temporary girder support, post- tensioning and grouting operations, and a minimum of one year as the Project Engineer in responsible charge of post-tensioning related engineering responsibilities. 105-5.8.6.2 Project Superintendent/Manager: Ensure the Project Superintendent/Manager has a minimum of ten years of bridge construction experience or is a registered Professional Engineer with five years of bridge construction experience and has a minimum of three years of supervisory experience in girder erection, safe use of cranes, stabilization of girders; design of falsework for temporary girder support post- tensioning, grouting operations and a minimum of one year as the Project Superintendent/Manager in responsible charge of post-tensioning related operations. 105-5.8.6.3 Foreman: Ensure the Foremen has a minimum of five years of bridge construction experience with two years of experience in post-tensioning related operations and a minimum of one year as the foreman in responsible charge of post-tensioning related operations. 105-5.8.7 Post Tensioning: Perform all post-tensioning field operations under the direct supervision of a Level II Qualified Post-Tensioning and Grouting Technician qualified through the Department's Construction Training Qualification Program (CTQP). In addition, provide a minimum of two crewmembers that are CTQP Level I Qualified Post- Tensioning and Grouting Technicians. All personnel involved in grouting must attend a grouting training session provided by the Department not less then seven days prior to the start of the first stressing or grouting operation of the project. Perform all vacuum grouting operations under the direct supervision of a crew foreman who has been trained and has experience in the use of vacuum grouting equipment and procedures. Submit the crew foreman's credentials to the Engineer prior to performing any vacuum grouting operations. Conduct all stressing and grouting operations in the presence of the Engineer. Coordinate and schedule all post-tensioning activities to facilitate inspection by the Engineer. 105-5.8.8 Failure to Comply with Bridge Qualification Requirements: Make an immediate effort to reestablish compliance. If an immediate effort is not put forth as determined by the Engineer, payment for the bridge construction operations requiring supervisors to be qualified under this Specification will be withheld up to 60 days. Cease I I .., . I fl . I I I f'1 . f""I . .., . I f'1 . ., . II . . .., 09/09 01000-26 03-4122.F . - . r'1 . ., . all bridge construction and related activities (casting yard, etc.) if compliance is not met within 60 days, regardless of how much effort is put forth. Resume bridge construction operations only after written approval from the Engineer stating that compliance is reestablished. 105-5.9 Prestressed Concrete Plant Facility Quality Control Personnel: Ensure each plant has an on site production manager, an on site Facility Manager for Quality Control, a plant engineer, and adequate on site QC inspectors/technicians to provide complete QC inspections and testing. Ensure the Facility Manager for Quality Control has at least five years of related experience and a current PCI QC personnel Level III certification and a certificate of completion of Section 450 Specification examination. Ensure that the QC inspector/technician has current PCI QC Technician/Inspector Level II certification and a certificate of completion of Section 450 Specification examination. Department certified prestressed concrete inspectors are exempt from PCI Level II certification and from completion of Section 450 Specification examination, until the time of expiration of their certificates. Facility Managers for Quality Control certified by the Department as prestressed concrete inspectors are exempt from PCI Level III certification and from completion of Section 450 Specification examination, until the time of expiration of their certificates. 105-5.10 Signal Installation Inspector: Provide an inspector trained and certified by the International Municipal Signal Association (IMSA) as a Traffic Signal Inspector to perform all signal installation inspections. Use only Department approved signal inspection report forms during the signal inspection activities. Ensure all equipment, materials, and hardware is in compliance with Department Specifications and verify that all equipment requiring certification is listed on the Department's Approved Product List (APL). Provide the completed signal inspection report form(s), certified by the IMSA Traffic Signal Inspector to the Engineer. The Department's approved inspection report forms are available at the following URL: www.dot.state.fl.us/trafficoperations/ . 105-5.11 Incidental Precast Concrete Manufacturing Facilities: Incidental precast concrete products include, concrete barrier walls, sound barriers, retaining wall panels, and prestressed concrete poles. Ensure there are adequate on site qualified personnel to perform the quality control inspections and testing. Ensure the quality control manager has at least three years of quality control experience, directly related to cement concrete production and a current CTQP Concrete Field Technician Level I qualification. Ensure the quality control inspectors/technicians are currently certified as CTOP Concrete Field Technician Level I. 105-5.12 Structural Steel and Miscellaneous Metals Fabrication Facility Quality Control Personnel: Ensure each fabrication facility has an on site production manager, an on site facility manager for QC, a plant engineer, and on site QC inspectors/technicians to provide complete QC inspections and testing. Ensure that the facility manager for quality control and QC inspectors/technicians meet the certification requirements set forth in the latest version of AASHTO/NSBA Steel Bridge Collaboration S 4.1, Steel Bridge Fabrication QC/QA Guide Specification, including the years of experience required in Table 105-5 below. The facility manager for QC must meet the requirements of Table 105-5 for every Structural Steel Member Type produced by a plant with OC being managed by the facility manager of QC. The facility manager of QC will report directly to the plant manager or plant engineer and I I I ..., . I I I ,., . ..., . ,.., . ., . " . " . .., . r 1 . n 09/09 01000-27 03-4122.F . ,., . II . I fl . n . I r'l . I I ,.., . n . ...., . ,., . ,., . .., . r'1 . r""l . ..... . ,...., . must not be the plant production manager nor report to or be the subordinate of the plant production manager. QC inspectors/technicians must be the employees of, and must report directly to the facility manager of QC. TABLE 105-5 Experience Requirements for QC Inspectors/Technicians And Facility Manager for Quality Control Structural Steel Member Type Minimum Years of Experience Required QC Inspector/Technician Facility Manager for QC Rolled beam bridges 1 year 3 years Welded plate girders (I 4 years sections, box sections, etc.) 2 years Complex structures, such as russes, arches, cable stayed 3 years 5 years bridges, and moveable bridges Fracture critical (FC) members 3 years 5 years 110 REMOVAL OF EXISTING STRUCTURES. (REV 1-3-06) (FA 3-8-06) (7-06) SUBARTICLE 110-6 (Pages 141 and 142) is deleted and the following substituted: 110-6 Removal of Existing Structures. 110-6.1 Structures to be Removed: Remove and dispose of the materials from existing structures. Remove the following: (1) those structures, or portions of structures, shown in the plans to be removed; (2) those structures, or portions of structures, found within the limits of the area to be cleared and grubbed, and directed by the Engineer to be removed; (3) those structures, or portion of structures, which are necessary to be removed in order to construct new structures; and (4) other appurtenances or obstructions which may be designated in the Contract Documents as to be included in an item of payment for the work under this Article. Notify the Florida Department of Environmental Protection (DEP) using DEP Form 62-257 .900( 1) "Notice of Asbestos Renovation or Demolition" at least 10 working days prior to the demolition or renovation of any structures, even if asbestos is not found on the project. Provide a copy of this notice to the Engineer. 110-6.2 Method of Removal: 110-6.2.1 General: Remove the structures in such a way so as to leave no obstructions to any proposed new structures or to any waterways. Pull, cut off, or break off pilings to the requirements of the permit or other Contract Documents, whichever requires the deepest removal, but not less than 2 feet [0.6 m] below the finish ground line. In the event that the plans indicate channel excavation to be done by others, consider the finish ground line as the limits of such excavation. For materials which are to remain the property of the Department or are to be salvaged for use in temporary structures, avoid 09/09 01000-28 03-4122.F ,., . I ,., damage to such materials, and entirely remove all bolts, nails, etc. from timbers to be so salvaged. Mark structural steel members for identification as directed. 110-6.2.2 Removal of Steel Members With Hazardous Coatings: Provide to the Engineer for approval, a copy of the "Contractor's Lead in Construction Compliance Program" from the firm actually removing and disposing of these steel members before any members are disturbed. Vacuum power tool clean any coated steel member to bare metal as defined by SSPC-SP11 a minimum of 4 inches [50 mm] either side of any area to be heated (torch cutting, sawing, grinding, etc.) in accordance with 29 CFR 1926.354. Abrasive blasting is prohibited. Provide air supplied respirators in accordance with 29 CFR 1926.62 and 29 CFR 1910.134. 110-6.3 Partial Removal of Bridges: On concrete bridges to be partially removed and widened, remove concrete by manually or mechanically operated pavement breakers, by concrete saws, by chipping hammers, or by hydro-demolition methods. Do not use explosives. Where concrete is to be removed to neat lines, use concrete saws or hydro- demolition methods capable of providing a reasonably uniform cleavage face. If the equipment used will not provide a uniform cut without surface spalling, first score the outlines of the work with small trenches or grooves. For all demolition methods, submit for review and approval of the Engineer, a demolition plan that describes the method of removal, equipment to be used, types of rebar splices or couplers, and method of straightening or cutting rebars. In addition, for hydro-demolition, describe the method for control of water or slurry runoff and measures for safe containment of concrete fragments that are thrown out by the hydro-demolition machine. 110-6.4 Authority of U.S. Coast Guard: For structures in navigable waters, when constructing the project under authority of a U.S. Coast Guard permit, the U.S. Coast Guard may inspect and approve the work to remove any existing structures involved therein, prior to acceptance by the Department. 110-6.5 Asbestos Containing Materials (ACM) Not Identified Prior to the Work: When encountering or exposing any condition indicating the presence of asbestos, cease operations immediately in the vicinity and notify the Engineer. Make every effort to minimize the disturbance of the ACM. Immediately provide for the health and safety of all workers at the job site and make provisions necessary for the health and safety of the public that may be exposed to any potentially hazardous conditions. Provisions shall meet all applicable laws, rules or regulations covering hazardous conditions and will be in a manner commensurate with the gravity of the conditions. The Engineer will notify the District Contamination Assessment Coordinator who will coordinate selecting and tasking the Department's Asbestos Contractor or Contamination Assessment/Remediation Contractor (CAR). Provide access to the potential contamination area. Preliminary investigation by the Asbestos/CAR Contractor will determine the course of action necessary for site security and the steps necessary to resolve the contamination issue. The Asbestos/CAR Contractor will delineate the contamination area(s), any staging or holding area required. Coordinate with the Asbestos/CAR Contractor and the Engineer to develop a work plan that will provide the Asbestos/CAR Contractor's operations schedule with projected completion dates for the final resolution of the contamination issue. I I I I r"1 . " . I r'1 . .., . n . ., . .., . I ,.., . I' . . ,.., 09/09 01000-29 03-4122.F . .., . .., . ,., . ,., . ,., . ..., . .., . " . , . .., . .., . .., . .., . ,.., . f'1 . ,., . ...., . .., . ,.., . The Asbestos/CAR Contractor will maintain jurisdiction over activities inside any outlined contaminated areas and any associated staging holding areas. The Asbestos/CAR Contractor will be responsible for the health and safety of workers within the delineated areas. Provide continuous access to these areas for the Asbestos/CAR Contractor and representatives of regulatory or enforcement agencies having jurisdiction. Both Contractors will use the schedule as a basis for planning the completion of both work efforts. The Engineer may grant the Contract Time extensions according to the provisions of 8-7.3.2. Cooperate with the Asbestos/CAR Contractor to expedite integration of the Asbestos/CAR Contractor's operations into the construction project. The Prime Contractor is not expected to engage in routine construction activities involving asbestos containing materials. Adjustments to quantities or to Contract unit prices will be made according to work additions or reductions on the part of the Prime Contractor in accordance with 4-3. The Engineer will direct the Prime Contractor when operations may resume in the affected area. SUBARTICLE 110-9.4 (Pages 142 and 143) is deleted and the following substituted: 110-9.4 Disposal of Treated Wood: Treated wood, including that which comes from bridge channel fender systems, must be handled and disposeD of properly during removal. Treated wood should not be cut or otherwise mechanically altered in a manner that would generate dust or particles without proper respiratory and dermal protection. The treated wood must be disposed of in at least a lined solid waste facility or through recycling/reuse. Treated wood shall not be disposed by burning or placement in a construction and demolition (C&O) debris landfill. All compensation for the cost of removal and disposal of treated wood will be included in the Cost of Removal of Existing Structures. 110-9.5 Hazardous Materials/Waste: Handle, transport and dispose of hazardous materials in accordance with all Local, State and Federal requirements including the following: a. SSPC Guide 7 b. Federal Water Pollution Control Act, and c. Resource Conservation and Recover Act (RCRA). Accept responsibility for the collection, sampling, classification, packaging, labeling, accumulation time, storage, manifesting, transportation, treatment and disposal of hazardous waste, both solid and liquid. Separate all solid and liquid waste and collect all liquids used at hygiene stations and handle as hazardous materials/waste. Obtain written approval from the Engineer for all hazardous materials/waste stabilization methods before implementation. Obtain an EPA/FOEP Hazardous Waste Identification Number (EPA/FOEP 10 Number) before transporting and/or disposal of any hazardous materials/waste. List the Department as the generator of all hazardous materials/waste. Submit the following for the Engineers' approval before transporting, treatment or disposal of any hazardous materials/waste: a. Name, address and qualifications of the transporter, b. Name, address and qualifications of the treatment facility, 09/09 01000-30 03-4122.F ,.., . ~ ..., . c. Proposed treatment and/or disposal of all Hazardous Materials/Waste. Transport all hazardous materials/waste in accordance with applicable 40 CFR 263 Standards. Provide a copy of all completed Hazardous Materials/Waste manifest/bills of lading to the Engineer within 21 days of each shipment. 110-9.5.1 Steel Members With Hazardous Coating: Dispose of steel members with hazardous coating in one of the following manners: (a) Deliver the steel members and other hazardous waste to a licensed recycling or treatment facility capable of processing steel members with hazardous coating. (b) Deliver the steel members with hazardous coating to a site designated by the Engineer for use as an offshore artificial reef. Deliver any other hazardous materials/waste to a licensed hazardous materials/waste recycling treatment facility. Dismantle and/or cut steel members to meet the required dimensions of the recycling facility, treatment facility or offshore artificial reef agency. All compensation for the cost of removal and disposal of hazardous materials/waste will be included in the Cost of Removal of Existing Structures. 110-9.5.2 Certification of Compliance: Furnish two copies of Certification of Compliance from the firm actually removing and disposing of the hazardous materials/waste stipulating, the hazardous materials/waste has been handled, transported and disposed of in accordance with this Specification. The Certification of Compliance shall be attested to by a person having legal authority to bind the company. Maintain all records required by this Specification and ensure these records are available to the Department upon request. . .., . ,., . " . r'1 . .., . .., I r] . SUBARTICLE 110-10.4 (Page 144) is deleted and the following substituted: '"1 . - 110-10.4 Mailboxes: When the Contract Documents require furnishing and installing mailboxes, permit each owner to remove the existing mailbox. Work with the Local Postmaster to develop a method of temporary mail service for the period between removal and installation of the new mailboxes. Install the mailboxes in accordance with the Design Standards. ,.., .., . 120 EXCAVATION AND EMBANKMENT. (REV 6-25-04) (FA 6-29-04) (1-05) ...., . SUBARTICLE 120-9.4 (Page 156) is deleted and the following substituted: ,., r'1 120-9.4 Compaction of Subgrade: If the plans do not provide for stabilizing, compact the subgrade (as defined in 1-3) in both cuts and fills to the density specified in 120-10.2. For undisturbed soils, do not apply density requirements where constructing narrow widening strips or paved shoulders 5 feet [1.5 m] or less in width. Where trenches for widening strips are not of sufficient width to permit the use of standard compaction equipment, perform compaction using vibratory rollers, trench rollers, or other type compaction equipment approved by the Engineer. Maintain the required density until the base or pavement is placed on the . ,., . . .... subgrade. . ,.., 09/09 01000-31 03-4122.F . ,.., . .., . ,.., . .., . ., . ,., . ,., . "1 . ,., . fl . r'1 . f""l . I ,., . ~ . ,., . r"'1 . ..... . ,..., . ARTICLE 120-10 (Pages 156-159) is deleted and the following substituted: 120-10 Acceptance Program. 120-10.1 General Requirements: 120-10.1.1 Initial Equipment Comparison: Before initial production, perform a comparison test using the Quality Control, Verifications and Independent Assurance gauges. Unless the Engineer instructs, do not perform the initial equipment comparison more than once per project. When comparing the computed dry density of one nuclear gauge to a second gauge, ensure that the difference between the two computed dry densities does not exceed 2 PCF [32 kg/m3] between gauges from the same manufacturer, and 3 PCF [48 kg/m3] between gauges from different manufacturers. Repair or replace any Quality Control gauge that does not compare favorably with the IA gauge. Perform a comparison analysis between the Quality Control nuclear gauge and the Verification nuclear gauge any time a nuclear gauge or repaired nuclear gauge is first brought to the project. Repair and replace any Quality Control gauge that does not compare favorably with the Verification gauge at any time during the remainder of the project. Calibrate all Quality Control gauges annually. 120-10.1.2 Initial Production Lot: Before construction of any other Lot, prepare an initial control section consisting of one full LOT in accordance with the approved Quality Control Plan for the project. Notify the Engineer at least 24 hours prior to production of the initial control section. Perform all QC tests required in 120-10.1.4. When the initial Quality Control test results pass specifications, the Engineer will perform a Verification test to verify compliance with the specifications. Do not begin constructing another LOT until successfully completing the initial production LOT. The Engineer will notify the Contractor of the initial production lot approval within three working days after receiving the Contractor's Quality Control data when test results meet the following conditions: Quality Control tests must meet the specifications. Verification test must meet the specifications. Difference between Quality Control and Verification computed Dry Density results shall meet the requirements of 120-10.1.1. If Verification test result fails the density requirements of 120-10.2, correct the areas of non-compliance. The Quality Control and Verification tests will then be repeated. The Engineer will reject the Contractor's Quality Control Plan after three unsuccessful Verification attempts. Submit a revised Quality Control Plan to the Engineer for approval. 120-10.1.3 Density over 105%: When a QC computed dry density results in a value greater than 105 % of the applicable Proctor maximum dry density, the Engineer will perform an Independent Verification density test within 5 feet [1.5 meters]. If the Independent Verification density results in a value greater than 105%, the Engineer will investigate the compaction methods, examine the applicable Standard Proctor Maximum Density and material description. The Engineer may collect and test an Independent Verification Standard Proctor Maximum Density sample for acceptance in accordance with the criteria of 120-10.2. 120-10.1.4 Quality Control Tests: 120-10.1.4.1 Standard Proctor Maximum Density Determination: Determine the Quality Control standard Proctor maximum density and optimum moisture 09/09 01000-32 03-4122.F .... . ,.., ,., content by sampling and testing the material in accordance with the specified test method listed in 120-10.2. 120-10.1.4.2 Density Testing Requirements: Ensure compliance to the requirements of 120-10.2 by Nuclear Density testing in accordance with FM 1-T 238. Determine the in-place moisture content for each density test. Use Florida Method FM 1-T 238, FM 5-507 (Determination of Moisture Content by Means of a Calcium Carbide Gas Pressure Moisture Tester), or ASTM D 4643 (Laboratory Determination of Moisture Content of Granular Soils By Use of a Microwave Oven) for moisture determination. 120-10.1.4.3 Soil Classification: Perform soil classification tests on the sample collected in 120-10.1.4.1, in accordance with AASHTO T-88. Classify soils in accordance with AASHTO M-145 in order to determine compliance with embankment utilization requirements. Unless required by the Engineer, do not test or classify materials for stabilized subgrade or base. 120-10.1.5 Department Verification: The Engineer will conduct a Verification testIs) in order to accept all materials and work associated with 120-10.1.4. The Engineer will verify the Quality Control results if they meet the Verification Comparison Criteria, otherwise the Engineer will implement Resolution procedures. The Engineer will select test locations, including Station, Offset, and Lift, using a Random Number generator based on the Lots under consideration. Each Verification test evaluates all work represented by the Quality Control testing completed in those LOTs. In addition to the Verification testing, the Engineer may perform additional Independent Verification (IV) testing. The Engineer will evaluate and act upon the IV test results in the same manner as Verification test results. When the project requires less than four Quality Control tests per material type, the Engineer reserves the right to accept the materials and work through visual inspection. 120-10.1.6 Reduced Testing Frequency: When no Resolution testing is required for 12 consecutive verified LOTs, or if required, the QC test data was upheld, reduce the QC density testing to one test every two LOTs by identifying the substantiating tests in the Density Log Book and notifying the Engineer in writing prior to starting reduced frequency of testing. Generate random numbers based on the two LOTs under consideration. When Quality Control test frequency is reduced to one every two LOTs, obtain the Engineer's approval to place more than one LOT over an untested LOT. Assure similar compaction efforts for the untested LOTs. If the Verification test fails, and Quality Control test data is not upheld by Resolution testing the Quality Control testing will revert to the original frequency of one Quality Control test per LOT. The results of the Independent Verification testing will not affect the frequency of the Quality Control testing. 120-10.2 Acceptance Criteria: Obtain a minimum Quality Control (QC) density of 100% of the standard Proctor maximum density as determined by AASHTO T 99, Method C, with the following exceptions: 1) embankment constructed by the hydraulic method as specified in 120-8.3; 2) material placed outside the standard minimum slope as specified in 120-8.2.4; and 3) other areas specifically excluded herein. 120-10.3 Additional Requirements: 120-10.3.1 Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below. . ,., . f'1 . .., . ., . '"1 . .., . .., . rt . I""l . . ...., . ,.., . r'l . .., . f""l ... ., . r-, 09/09 01000-33 03-4122.F . .., . ,., Ii . lTest Name Quality Control Verification Standard Proctor Maximum One per soil type One per soil type Density One per four LOTs and fo Density One per LOT wet conditions, the first lif not affected by water Soil Classification One per Standard Proctor One per Standard Proctor Maximum Density Maximum Density . I'j . f"1 . 1"""1 120-10.3.2 Test Selection and Reporting: Determine test locations including Stations and offsets, using the random number generator provided by the Engineer. Do not use note pads or work sheets to record data for later transfer to the Density Log Book. Notify the Engineer upon successful completion of Quality Control testing on each LOT. 120-10.4 Verification Comparison Criteria and Resolution Procedures: 120-10.4.1 Standard Proctor Maximum Density Determination: The Engineer will verify the Quality Control results if the results compare within 4.5 PCF [72 kg/m3] of the Verification test result. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with AASHTO T 99, Method C. The Engineer will compare the Resolution Test results with the Quality Control test results. If all Resolution Test results are within 4.5 PCF [72 kg/m3] of the corresponding Quality Control test results, the Engineer will use the Quality Control test results for material acceptance purposes for each LOT with that soil type. If the Resolution Test result is not within 4.5 PCF [72 kg/m3] of the Contractor's Quality Control test, the Verification Test result will be used for material acceptance purposes. 120-10.4.2 Density Testing: When a Verification or Independent Verification density test fails the Acceptance Criteria, retest the site within a 5 feet (1.5 meter) radius and the following actions will be taken: 1. If the Quality Control retest meets the Acceptance Criteria and meets the 120-10.1.1 criteria when compared with the Verification or Independent Verification test, the Engineer will accept those LOTs. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the LOT. The Engineer will re-verify those LOTs. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new comparison analysis as defined in 120 10.1.1. Once acceptable comparison is achieved, retest the LOTs. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. Record Quality Control test results in the density log book on approved Department forms provided by the Engineer. Submit the original, completed density log book to the Engineer at final acceptance. 120-10.4.3 Soil Classification: The Engineer will verify the Quality Control results if the Verification results identify matching soil classifications. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State 1""'\ . 1"1 . ., . n . ,.., . P1 . M . ., . ,., . ,., . r"1 I . . r'1 . .., 09/09 01000-34 03-4122.F . ..., . 1""1 . ..., . Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with AASHTO T 88. The Engineer will compare the Resolution Test results with the Quality Control test results. If the Resolution test matches the Quality Control classification, the Engineer will use the Quality Control classification for material acceptance purposes. If the Resolution Test result does not match the Contractor's Quality Control classification, the Verification Test result will be used for material acceptance purposes. .., . ., . ..., .I 125 EXCAVATION FOR STRUCTURES AND PIPE. (REV 6-25-04) (FA 8-3-04) (7-05) SUBARTICLE 125-4.4 (Pages 168 and 169) is expanded by the following: ,., IIIl ..., . For pipe trenches utilizing trench boxes, ensure that the trench box used is of sufficient width to permit thorough tamping of bedding material under and around the pipes as specified in 125-8.1.6. Do not disturb the installed pipe and its embedment when moving trench boxes. Move the trench box carefully to avoid excavated wall displacement or damage. As the trench box is moved, fill any voids left by the trench box and continuously place and compact the backfill material adjacent to and all along the side of the trench box walls to fill any voids created by the trench box. J ...., . SUBARTICLE 125-8.1.1 (Page 169) is deleted and the following substituted: I""') 11II 125-8.1.1 General: Backfill in the Dry whenever normal dewatering equipment and methods can accomplish the needed dewatering. A LOT is defined as one lift of backfill material placement, not to exceed 500 feet [150 m] in length or a single run of pipe connecting two successive structures, whichever is less. Backfill around structures compacted separately from the pipe will be considered as separate LOTs. Backfill on each side of the pipe for the first lift will be considered a separate LOT. Backfill on opposite sides of the pipe for the remaining lifts will be considered separate LOTs, unless the same compactive effort is applied. For multiple phase backfill, a LOT shall not extend beyond the limits of the phase. When placing backfill within a trench box each lift of backfill is considered a LOT. Placement of backfill within trench box limits will be considered a complete operation before trench box is moved for next backfill operation. When the trench box is moved for next backfill operation this will start new LOTs for each lift. r"1 ... n 11II " .. r-, lIII SUBARTICLE 125-8.1.6 (Page 170). The first paragraph is deleted and the following substituted: .., 11II 125-8.1.6 Placement and Compaction: Place the material in horizontal layers not exceeding 6 inches [150 mm] compacted thickness, in depth above water level, behind abutments, wingwalls and end bents or end rest piers, under the haunches of the pipes and around box culverts and all structures including pipe culverts. When the backfill material is deposited in water, compact as specified in 125-8.2.5 and 125-8.3.4. " 11II ...., ... ,.., 09/09 01000-35 03-4122.F ... .., . ,.., . ARTICLE 125-9 (Pages 172 and 173) is deleted and the following substituted: ., . .., I 125-9 Acceptance Program. 125-9.1 General Requirements: Meet the requirements of 120-10.1, except replace the requirements of 120-10.2 with 125-9.2 125-9.2 Acceptance Criteria: 125-9.2.1 Density: Obtain a minimum Quality Control (QC) density in any LOT of 100% of the Standard Proctor maximum density as determined by AASHTO T 99, Method C, or the requirements of 125-8.3.3.1 when applicable. For metal and plastic pipe, compact the backfill in the cover zone to a density of at least 95 % of the Standard Proctor maximum density as determined by AASHTO T 99, Method C. 125-9.2.2 Exceptions to Pipe Density Requirements: Compact the backfill to a firmness approximately equal to that of the soil next to the pipe trench in locations outside the plane described by a two (horizontal) to one (vertical) slope downward from the roadway shoulder line or the back of curb as applicable. Apply 120-9.2.1 when compacting side-drain pipe backfill under driveways serving a property that is not a single residential lot. 125-9.3 Additional Requirements: 125-9.3.1 Frequency: Conduct QC Standard Proctor maximum density sampling and testing at a minimum frequency of one test per soil type. The Verification test will be at a minimum of one test per soil type: " . Il I .., . .., . .., . .., . Irest Name Quality Control Verification Standard Proctor One per soil type One per soil type Maximum Density One per four LOTs and for Density One per LOT wet conditions, the first lift not affected by water Soil Classification One per Standard Proctor One per Standard Proctor Maximum density Maximum density r, . ..., . .., iii ARTICLE 125-10 (Page 173) is deleted and the following substituted: .., 125-10 Verification Comparison Criteria and Resolution Procedures: 125-10.1 Standard Proctor Maximum Density Determination: The Engineer will verify the Quality Control results if the results compare within 04.5 PCF [72 kg/m3] of the Verification test result. Otherwise, the Engineer will take one additional sample of material from the soil type in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with AASHTO T 99, Method C. The Engineer will compare the Resolution test result with the Quality Control test results. If the Resolution test result is withinO 4.5 PCF [72 kg/m3] of the corresponding Quality Control test results, the Engineer will use the Quality Control test results for material acceptance purposes for each LOT with that soil type. If the Resolution Test result is not withinO 4.5 PCF [72 kg/m3] of the Contractor's Quality Control test, the Verification Test result will be used for material acceptance purposes. .., . . n . ,., . r1 . ., 09/09 01000-36 03-4122.F . ,.., . ,., . .., . 125-10.2 Density Testing: When a Verification or Independent Verification density test fails the Acceptance Criteria, retest the site within a 5 feet (1.5 meter) radius and the following actions will be taken: 1. If the Quality Control retest meets the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, the Engineer will accept those LOTs. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the LOT. The Engineer will re-verify those LOTs. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new equipment-comparison analysis as defined in 120-10.1.2. Once acceptable comparison is achieved, retest the LOTs. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. 125-10.3 Soil Classification: Meet the requirements of 120-10.4.3. .., . .., . r"l . ,.., . .., I 160 ACCEPTANCE PROGRAM. (REV 6-25-04) (FA 6-29-04) (1-05) ,.., . ARTICLE 160-7 (Pages 184-187) is deleted and the following substituted: r"'l . 160-7 Acceptance Program. 160-7.1 General Requirements: Meet the requirements of 120-10.1, except use 160-7.2 instead of 120-10.2. 160-7.2 Acceptance Criteria: 160-7.2.1 Bearing Value Requirements: 160-7.2.1.1 General: Within the entire limits of the width and depth of the areas to be stabilized, obtain the required minimum bearing value for each LOT. For any area where the bearing value obtained is deficient from the value indicated in the plans, in excess of the tolerances established herein, spread and mix additional stabilizing material in accordance with 160-5.3. Perform this reprocessing for the full width of the roadway being stabilized and longitudinally for a distance of 50 feet [15m] beyond the limits of the area in which the bearing value is deficient. Determine the quantity of additional stabilizing material to be used in reprocessi.ng. 160-7.2.1.2 Undertolerances in Bearing Value Requirements: Use the following undertolerances from the specified bearing value, as based on tests performed on samples obtained after completing mixing operations: ., . 1'"1 . ,., . .., . .., . Specified Bearing Value Tolerance LBR 40 5.0 LBR 35 4.0 LBR 30 (and under) 2.5 .., . f""l . The following unsoaked bearing value requirement IS based on tests performed on samples obtained after completing mixing operations: n . ,.., 09/09 01000-37 03-4122.F . .., . .., . IUnsoaked Bearing Value Required Tolerance ILBR 43 0.0 ISpecified Bearing Value \LBR 40 ., . .-, . 160-7.2.2 Mixing Depth Requirements: Do not exceed individual depth tolerance of 2 inches [50 mm] or LOT-average depth tolerance of 1 inch [25 mm]. As an exception to the above mixing requirements, where the subgrade is of rock, the Engineer may waive the mixing operations (and the work of stabilizing), and the Department will not pay for stabilization for such sections of the roadway. 160-7.2.3 Density Requirements: 160-7.2.3.1 General: Within the entire limits of the width and depth of the areas to be stabilized, other than as provided in 160-7.2.3.2, obtain a minimum density at any location of 98% of the Modified Proctor maximum density as determined by FM 1-T 180, Method D. 160-7.2.3.2 Exceptions to Density Requirements: The Contractor need not obtain the minimum density specified in 160-7.2.3.1 if within the following limits: (a) The width and depth of areas which are to be subsequently incorporated into a base course under the same contract. (b) The upper 6 inches [150 mm] of areas to be grassed under the same contract. Compact these areas to a reasonably firm condition as directed by the Engineer. 160-7.2.4 Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below. ., . ,., . ..., . " . I ..., . r"1 Test Name Quality Control Verification Modified Proctor Maximum One per two consecutive One per eight consecutive Density LOTs LOTs Density One per LOT One per four LOTs Limerock Bearing Ratio One per two consecutive One per eight consecutive LOTs LOTs Stabilizing Mixing Depth Three per LOT One per LOT .., . . .., . .., . 160-7.3 Additional Requirements: 160-7.3.1 Quality Control T estin9: 160-7.3.1.1 Bearing Values: Ensure compliance with 160-7.2.1 by sampling and testing the Stabilized Subgrade for determining the Limerock Bearing Ratio (LBR) in accordance with FM 5-515 and 160-7.2.4. Determine test locations including Stations and Offsets, using the Random Number generator provided by the Department, based on the two LOTs under consideration. 160-7.3.1.2 Mixing Depth Requirements: Meet required plan mixing- depths by measuring from the proposed Final Grade Line. Ensure compliance with 160-7.2.2. Determine test locations including Stations and Offsets, using the Random Number generator provided by the Department. Record results on forms supplied by the Department. 160-7.3.1.3 Modified Proctor Maximum Density Requirement: Collect enough material to split and create three separate samples. Retain a Verification sample I' . n . ,., . ,.., . r'l . 09/09 01000-38 03-4122.F .., . " . and Resolution sample for the Engineer until the Engineer accepts the eight LOTs represented by the samples. 160-7.3.2 Department Verification Tests: 160-7.3.2.1 Bearing Value: The Engineer will sample and test the Stabilized Subgrade for determination of the LBR in accordance with FM 5-51 5. The Engineer will select test locations, including Stations and Offsets, using a Random Number generator, based on the eight LOTs under consideration. 160-7.3.2.2 Mixing Depth Requirements: The Engineer will measure the mixing depth from the proposed Final Grade Line. The Engineer will select test locations, including Stations and Offsets, using a Random Number generator. 160-7.3.2.3 Modified Proctor Maximum Density: The Engineer will randomly select one of the four split samples and test in accordance with FM 1-T 180, Methods D. 160-7 .4 Verification Comparison Criteria and Resolution Procedures: 160-7.4.1 Bearing Value: If the Department's Verification test meets the requirements of 160-7.2.1, then the Engineer will accept the eight LOTs. Otherwise, the Engineer will obtain one additional sample of material taken from a randomly selected location within the eight LOTs in question. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with FM 5-515. If the Resolution Testing results meet the requirements of 160-7.2.1 then the Engineer will accept the eight LOTs in question, otherwise reprocess all eight LOTs in accordance with 160-5 and retest in accordance with 160-7.3.1.1. 160-7.4.2 Mixing Depth Thickness: If the Department's Verification test meets the requirements of 160-7.2.2, then the Engineer will accept that LOT, otherwise retest the LOT at a site within a 5 feet [1.5 meter] radius of the Verification test location and observe the following: 1. If the Quality Control retest meets the requirements of 160-7.2.2, then the Engineer will accept that LOT. 2. If the QC Re-test confirms shallow depth, re-mix the LOT to an appropriate Depth and re-measure in accordance with 160-7.3.1.2. The Engineer may re- verify in accordance with 160-7.3.2.2. 3. If the QC re-test confirms extra deep mixing, conduct an additional QC density test after compaction for the bottom 12 inches [300 mm] of the subgrade for that LOT in addition to the QC Density testing for top 12 inches [300 mm]. The additional Density test must meet the requirements of 1 60-7.2.3. 160-7.4.3 Modified Proctor Maximum Density Determination: The Engineer will verify the Quality Control results of the eight consecutive LOTs if the Verification test result compares within 4.5 PCF [72 kg/m3] of the QC result for the corresponding LOTs. Otherwise, the Engineer will collect the Resolution split sample corresponding to the Verification sample tested. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with FM 1-T 180, Method D. The Engineer will compare the Resolution Test results with the Quality Control test results. If the Resolution Test result is within 4.5 PCF [72 kg/m3] of the corresponding Quality Control test result, the Engineer will use the Quality Control test results for material acceptance purposes for each corresponding pair of LOTs. If the Resolution test result is not within 4.5 PCF [72 kg/m3] of the corresponding Quality Control ., . ,.., . .., . .., I ,., . I' . .., . " . ~ . ,., . -, . ,.., . ,.., . n . .., . ..., . ..., 09/09 01000-39 03-4122.F . ,..., . ,..., . test, the Engineer will collect the remaining Verification split samples for testing. Verification Test results will be used for material acceptance purposes for the eight LOTs in question. 160-7.4.4 Density: When a Verification or Independent Verification density test does not meet 160-7.2.3 (Acceptance Criteria), retest the LOT at a site within a 5 feet [1.5 meter] radius of the Verification test location and observe the following: 1. If the Quality Control retest meets the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, the Engineer will accept the four LOTs in question. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the material in that LOT. The Engineer will re-verify the four LOTs in question. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new equipment-comparison analysis as defined in 120-10.1.2. Once acceptable comparison is achieved, retest the four LOTs. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOTs until the Contractor has a gauge that meets the comparison requirements. ..., . ., . r-, . r"'I . ,.., . ,., . ., . 163 BLANKET MATERIAl. (REV 9-7-05) (FA 1-10-06) (7-06) ., . SECTION 163 (Pages 190 and 191) is deleted. ~ . 200 ROCK BASE. (REV 8-2-05) (FA 8-3-05) (8-05) .., . ARTICLE 200-6 (pages 194-195) is deleted and the following substituted: .., . 200-6 Compacting and Finishing Base. 200-6.1 General: A LOT is defined as a single lift of finished base not to exceed 500 feet [150 m]. Shoulders compacted separately shall be considered separate LOTs. Isolated compaction operations will be considered as separate LOTs. For multiple phase construction, a LOT shall not extend beyond the limits of the phase. 200-6.1.1 Single Course Base: After spreading, scarify the entire surface, then shape the base to produce the required grade and cross-section, free of scabs and laminations, after compaction. 200-6.1.2 Multiple Course Base: Clean the first course of foreign material, then blade and bring it to a surface cross-section approximately parallel to the finished base. Before spreading any material for the upper courses, allow the Engineer to make density tests for the lower courses to determine that the required compaction has been obtained. After spreading the material for the top course, scarify finish and shape its surface to produce the required grade and cross-section, free of scabs and laminations, after compaction. r'J . .., . ,., . n . . ,..., 09/09 01 000-40 03-4122.F . ,., . .., r-, . 200-6.2 Moisture Content: When the material does not have the proper moisture content to ensure the required density, wet or dry it as required. When adding water, uniformly mix it in to the full depth of the course that is being compacted. During wetting or drying operations, manipulate, as a unit, the entire width and depth of the course that is being compacted. 200-6.3 Thickness Requirements: Within the entire limits of the length and width of the finished base, meet the specified plan thickness in accordance with the requirements of 200-7.3.1.2. 200-6.4 Correction of Defects: 200-6.4.1 Contamination of Base Material: If, at any time, the subgrade material becomes mixed with the base course material, dig out and remove the mixture, and reshape and compact the subgrade. Then replace the materials removed with clean base material, and shape and compact as specified above. Perform this work at no expense to the Department. 200-6.4.2 Cracks and Checks: If cracks or checks appear in the base, either before or after priming, which, in the opinion of the Engineer, would impair the structural efficiency of the base, remove the cracks or checks by rescarifying, reshaping, adding base material where necessary, and recompacting. 200-6.5 Compaction of Widening Strips: Where base construction consists of widening strips and the trench width is not sufficient to permit use of standard base compaction equipment, compact the base using vibratory compactors, trench rollers or other special equipment which will achieve the density requirements specified herein. When multiple course base construction is required, compact each course prior to spreading material for the overlaying course. . ., . ., . I I f'l . I I ARTICLE 200-7 (Pages 195-198) is deleted and the following substituted: ..., . " 200-7 Acceptance Program. 200-7.1 General Requirements: Meet the requirements of 120-10.1, except use 200-7.2 instead of 120-10.2. 200-7.2 Acceptance Criteria: 200-7.2.1 Density: Within the entire limits of the width and depth of the base, obtain a minimum density in any LOT of 98% of modified Proctor maximum density as determined by AASHTO FM 1-T 180, Method D. Compact the base of any LOT of shoulder pavement to not less than 95 % of the modified Proctor maximum density as determined by FM 1-T 180, Method D. 200-7.2.2 Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below. . ...., . r"1 . .., . ., . r, . ,.., . ,.., 09/09 01000-41 03-4122.F . ., . 1'"'1 . r"1 . I " . .., . " . ,., . '1 . .., . .., . ,., . ..., . .., . ,., . ,., . ., . .., . ...., . Irest Name Quality Control Verification Modified Proctor Maximum One per eight consecutive One per 16 consecutive LOTs Density LOTs Density One per LOT One per four LOTs Roadway Surface T en per LOT T"hree per LOT Shoulder/widening* Surface Five per LOT One per LOT Roadway Thickness Three per LOT Three per four LOTs Shoulder/widening * Thickness Three per two consecutivE Three per eight consecutive LOTs LOTs * Note = for widening less than or equal to 6ft [1.5 m] 200-7.3 Additional Requirements: 200-7.3.1 Quality Control Testing: 200-7.3.1.1 Modified Proctor Maximum Density Requirement: Collect enough material to split and create three separate samples and retain for the Engineer's Verification and Resolution testing until the Engineer accepts the 16 LOTs represented by the samples. 200-7.3.1.2 Depth and Surface Testing Requirements: Determine test locations including Stations and Offsets, using the Random Number generator provided by the Department. Enter test results into the Department's database. Perform thickness check on the finished base or granular subbase component of a composite base. Provide traffic control, coring/boring equipment, and an operator for the coring/boring equipment. Traffic control is to be provided in accordance with the standard maintenance of traffic requirements of the Contract. The thickness is considered deficient, if the measured depth is over 1/2 inch [13 mm] less than the specified thickness. Correct all deficient areas of the completed base by scarifying and adding additional base material. As an exception, if authorized by the Department, such areas may be left in place without correction and with no payment. Check the finished surface of the base course with a template cut to the required crown and with a 15 foot [4.572 m] straightedge laid parallel to the centerline of the road. Correct all irregularities greater than 1/4 inch [6 mm] to the satisfaction of the Engineer by scarifying and removing or adding rock as required, and recompact the entire area as specified hereinbefore. 200-7.3.1.3 Surface & Thickness Reduced Testing Frequency: When no Resolution testing is required for 12 consecutive verified LOTs, or if required, the QC test data was upheld, reduce the QC surface and/or thickness checks to one half the minimum requirements as stated in 200-7.2.2 (eg. Reduce frequency from ten per LOT to ten per two LOTs) by identifying the substantiating tests and notifying the Engineer in writing prior to starting reduced frequency of testing. If the Verification test fails, and Quality Control test data is not upheld by Resolution testing the Quality Control testing will revert to the original frequency of 200-7.2.2. The results of the Independent Verification testing will not affect the frequency of the Quality Control testing. 200-7.3.2 Department V erification Tests: 200-7.3.2.1 Maximum Density: The Engineer will randomly select one of the two split samples and test in accordance with FM 1-T 180, Method D. 200-7.3.2.2 Thickness and Surface Testing Requirements: the department will verify the Base thickness at the frequency listed in 200-7.2.2. The 09/09 01000-42 03-4122.F M . r'l . j"I Department will select test locations, including Stations, Offsets, and Lifts using a Random Number generator, based on a set LOTs under consideration. If the Verification test results are not deficient as defined in 200-7.3.1.2, the QC test data will be considered verified. If the Verification test results are deficient, the requirements of 200-7.4.3 will apply in affected LOTs. Provide traffic control, coring/boring equipment, and an operator for the coring/boring equipment. Traffic control is to be provided in accordance with the standard maintenance of traffic requirements of the Contract. 200-7.4 Verification Comparison Criteria and Resolution Procedures: 200-7.4.1 Modified Proctor Maximum Density: The Engineer will verify the Quality Control results of the 16 consecutive LOTs if the Verification test result compares within 4.5 PCF [72 kg/m3] of the QC result for the corresponding LOTs. Otherwise, the Engineer will collect the Resolution split sample corresponding to the Verification sample tested. The State Materials Office or an AASHTO accredited laboratory designated by the State Materials Office will perform Resolution testing. The material will be sampled and tested in accordance with FM 1-T 180, Method D. The Engineer will compare the Resolution Test results with the Quality Control test results. If the Resolution Test result is within 4.5 PCF [72 kg/m3] of the corresponding Quality Control test result, the Engineer will use the Quality Control test results for material acceptance purposes for each corresponding set of eight LOTs. If the Resolution test result is not within 4.5 PCF [72 kg/m3] of the corresponding Quality Control test, the Engineer will collect the remaining Verification split sample for testing. Verification Test results will be used for material acceptance purposes for the 16 LOTs in question. 200-7.4.2 Density: When a Verification or Independent Verification density test does not meet the requirements of 200-7.2.1 (Acceptance Criteria), retest the LOT at a. site within a 5 feet (1.5 meter) radius of the Verification test location and observe the following: 1. If the Quality Control retest meets the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, the Engineer will accept the four LOTs in question. 2. If the Quality Control retest does not meet the Acceptance Criteria and compares favorably with the Verification or Independent Verification test, rework and retest the material in that LOT. The Engineer will re-verify the four LOTs in question. 3. If the Quality Control retest and the Verification or Independent Verification test do not compare favorably, complete a new equipment-comparison analysis as defined in 120-10.1.1. Once acceptable comparison is achieved, retest the four LOTs. The Engineer will perform new verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the comparison requirements. 200-7.4.3 Thickness and Surface Testing Requirements: When a Verification or Independent Verification density test does not meet the requirements of 200-7.3.1.2 (Acceptance Criteria), perform a QC re-test within 5 feet [1.5 m] of the Verification test site in each affected LOT. If the QC re-test meets the requirements, the LOT will be accepted using QC test results. If the QC re-test confirms deficient thickness or surface irregularity, the Contractor will rework and re-test that LOT by scarifying and adding additional base material. The Department will re-verify the group of those LOTs. As an exception, if authorized by the Engineer, such areas may be left in place without correction and with no payment. r'l . 11 . . .., . 1"1 . 1 . ,.., . " . r'l . ,., . 1'"1 . ..., . .., . n . .., . 1'"'1 . .., 09/09 01 000-43 03-4122.F . ,.., . f""'I . SUBARTICLE 200-8.1 (Page 198) is deleted and the following substituted: ,., . 200-8.1 Priming: Apply the prime coat only when the base meets the specified density requirements and when the moisture content in the top half of the base does not exceed the optimum moisture of the base material. At the time of priming, ensure that the base is firm, unyielding and in such condition that no undue distortion will occur. .., . " . 234 SUPERPAVE ASPHALT BASE. (REV 12-20-04) (FA 1-3-05) (7-05) I I SECTION 234 (Pages 205-208) is deleted and the following substituted: SECTION SUPERPA VE ASPHALT BASE 234 II . 234-1 Description. Construct a Superpave Asphalt Concrete base course as defined in these Specifications. Base course mixes are designated as B-12.5. The Contractor may use a Type SP-12.5 mixture, (Traffic Level B or C) in lieu of a Type B-12.5. '1 . 234-2 Materials. 234-2.1 General: Use materials that conform to the requirements of Division III. Specific references are as follows: I r'l . Superpave PG Asphalt Binder or Recycling Agent 916-1, 916-2 Coarse Aggregate, Stone, Slag or Crushed Gravel.. Section 901 Fine Aggregate................................................. Section 902 .., . 234-2.2 Reclaimed Asphalt Pavement (RAP): RAP may be used as a component material of the asphalt mixture provided the requirements of 334-2.3 are met. . 234-3 General Composition of Mixture. 234-3.1 General: Compose the asphalt mixture using a combination of aggregate (coarse, fine or mixtures thereof), mineral filler if required, and asphalt binder material. Size, grade and combine the aggregate fractions to meet the grading and physical properties of the mix design. Aggregates from various sources may be combined. 234-3.2 Mix Design: Unless otherwise specified, design the mix such that all requirements for a Type SP-12.5, Traffic Level B or C mixture as specified in Section 334 are met. 234-3.2.1 Gradation Classification: Use a fine mix as defined in 334-3.2.2.1. 234-3.2.2 Aggregate Consensus Properties: Meet the aggregate consensus properties at design as specified in 334-3.2.3. Meet the criteria specified for a depth of top of pavement layer from surface of greater than 4 inches [100 mm]. 234-3.2.3 Mix Design Revisions: Meet the requirements of 334-3.3. 1'1 . .., . ,.., . r"1 ,., . r"1 234-4 Contractor's Process Control. Meet the requirements of 330-2 and 334-4. . ,.., 09/09 01000-44 03-4122.F . ..., . .., . 234-5 Acceptance of the Mixture. 234-5.1 General: Meet the requirements of 334-5 with the following modifications: 234-5.2 Acceptance Testing Exceptions: Density determinations will not be required on base widening strips 5 feet [1.5 m] or less in width, nor on the initial layer of base placed on a soil subgrade. In these situations compact the base in accordance with the rolling procedure (equipment and pattern) submitted as part of the Quality Control Plan and as approved by the Engineer. Use the permissible variations from longitudinal and transverse grades as specified in 200-7. The pay factor for LOTs where there are areas not requiring density testing will be prorated based on a pay factor of 1 .00 for the tonnage of material in areas not requiring density testing and the actual pay factor for the tonnage of material in areas requiring density. ,.., . I ,., I ,., I . 234-6 Plant, Methods and Equipment. Meet requirements of Section 320, with the following modifications: 234-6.1 Paving Equipment: A motor grader may be used to spread the first course of multiple course bases when the subgrade will not support the use of a mechanical spreader. The Engineer will not require mechanical spreading and finishing equipment for the construction of base widening strips less than 6 feet [1.8 m] in width. 234-6.2 Compaction Equipment: In areas where standard rollers cannot be accommodated, vibratory rollers supplemented with trucks, motor graders, or other compaction equipment approved by the Engineer may be used. ., . I I 234-7 Construction Requirements. 234-7.1 General: Meet the General Construction Requirements of Section 330, with the following modifications: 234-7.1.1 Temperature Limitations: Spread the mixture only when the air temperature is at least 400F [40C] and rising. Do not place the material on frozen subgrade. 234-7.1.2 Tack Coat: Unless otherwise authorized by the Engineer, apply a tack coat between successive layers of base material. 234-7.1.3 Thickness of Layers: Construct each course in layers not to exceed 3 inches [75 mm] compacted thickness. " . 1""1 . r-, . I' . 234-8 Thickness Requirements. 234-8.1 General: When the Department pays for the pavement on a square yard [square meter] basis, the Engineer will determine the thickness of the asphalt base based upon the spread rate of the material. The minimum spread rate for the total thickness shall be established from the plan thickness in the following manner: 43.3 lbs/sy multiplied by the maximum specific gravity of the mix (as indicated on the mix design) for everyone inch [9.28 kg/m2 multiplied by the specific gravity for every 10 mm] of desired thickness, or as determined by the Engineer. The weight of the mixture shall be determined as provided in 320-2.2 (including the provisions for automatic recordation system). The spread rate for each individual layer shall be established by the Engineer. The minimum layer spread rate shall be 43.3 lbs/sy multiplied by the maximum specific gravity (Gmm) of the mix (as indicated on the mix design) for everyone inch [9.28 kg/m2 multiplied by the specific gravity for every 10 mm] of desired thickness. 234-8.2 Spread Rate Tolerance: Control the average spread rate on a daily basis to within:t 5% of the target spread rate for the individuallayer(s) established by the Engineer. ,., . ..., . n . .., . ,.., . 1""1 09/09 01000-45 03-4122.F . .., . r'l . When the average daily spread rate is outside this tolerance from the target, adjust the spread rate to the required value established by the Engineer. The Engineer will periodically verify the spread rate at the job site during the paving operation. 234-8.3 Allowable Deficiencies: The Engineer will allow a maximum deficiency from the specified spread rate for the total thickness as follows: 1. For pavement of a specified thickness of 2 1/2 inches [60 mm] or more: I .., . 50Ibs/sy. ..., . 2. For pavement of a specified thickness of less than 2 1/2 inches [60 mm]: 25 Ibs/sy. 234-8.4 Pavement Exceeding Allowable Deficiency in Spread Rate: Where the deficiency in spread rate for the total thickness is: (1) in excess of 50 Ibs/sy for pavements with a specified thickness of 2 1/2 inches [60 mm] or more, or (2) in excess of 25 Ibs/sy for pavements with a specified thickness of less than 2 1/2 inches [60 mmJ, the Engineer may require removal and replacement at no cost or may require a correction as specified in 234-8.5. The Engineer may require the Contractor to core the pavement for thickness in order to determine the area of pavement with deficient thickness. As an exception to the above, the Contractor may leave pavement outside the main roadway in place without compensation when the Engineer allows, even though the deficiency exceeds the tolerance as specified above. The Department will not compensate the Contractor for any pavement removed or for the work of removing such pavement. 234-8.5 Correcting Deficiency by Adding New Surface Material: In the event the total thickness as determined by the spread rate is excessively deficient as defined above and if approved by the Engineer for each particular location, correct the deficient thickness by adding new surface material, and compacting it to the same density as the adjacent surface. The Engineer will determine the area to be corrected and the thickness of new material added. Perform all overlaying and compacting at no expense to the Department. .., . ,., . r'j . I .., . " . ,., . 234-9 Method of Measurement. The quantity to be paid for will be the plan quantity. The pay area will be adjusted based upon the following formula: Pay Area =: Surface Area (Project Average Spread Rate/Specified Spread rate for the Total Thickness). Where: The project average spread rate is calculated by totaling the arithmetic mean of the average daily spread rate values for each layer, and the specified spread rate for the total thickness is based upon the plan thickness converted to spread rate as defined in 234-8.1 . The pay area shall not exceed 105 % of the designed surface area. Prepare a Certification of Quantities, using the Department's current approved form, for the certified Superpave asphalt base pay item. Submit this certification to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or as directed by the Engineer, based on the quantity of asphalt produced and accepted on the Contract. The certification must include the Contract Number, FPID Number, Certification Number, Certification Date, period represented by Certification, and the tons [metric tons] produced for each asphalt pay item. .., . ..., . .., . .., . .., . r'"I . 09/09 01 000-46 03-4122.F r"1 . II . fj . ..., . 234-10 Basis of Payment. Prices and payments will be full compensation for all work specified in this Section, including the applicable requirements of Sections 320, 330 and 334. The bid price for the asphalt mix will include the cost of the liquid asphalt binder or the asphalt recycling agent and the tack coat application as directed in 300-8. For the calculation of unit price adjustments of bituminous material specified in 9-2.1.1, the average asphalt binder content of the base mixes to be used in these calculations is set at 6.25%. Payment will be made under: Item No. 285- 7- Optional Base - per square yard. Item No. 2285- 7- Optional Base - per square meter. I r"'1 . " . 300 PRIME AND TACK COATS FOR BASE COURSES. (REV 5-6-04) (FA 6-29-04) (1-05) n . SUBARTICLE 300-7.1 (Page 218) is deleted and the following substituted: .., Ii 300-7.1 General: Clean the surface to be primed and ensure that the moisture content of the base does not exceed the optimum moisture. Ensure that the temperature of the prime material is between 100 and 1500F [40 and 650C]. The Engineer will designate the actual temperature to ensure uniform distribution. Apply the material with a pressure distributor. Determine the application amount based on the character of the surface. Use an amount sufficient to coat the surface thoroughly and uniformly with no excess. .., . ..., . ..., . 320 HOT BITUMINOUS MIXTURES-COLD FEED. (REV 11-3-04) (FA 1-3-05) (7-05) " . SUBARTICLE 320-2.4 (Page 223) is deleted and the following substituted: n 320-2.4 Cold Feed: Provide a separate cold bin for each component of the fine and coarse aggregates required by the design mix. Equip the cold bins with accurate mechanical means for feeding the aggregates uniformly into the dryer in the proportions required for the finished mix to maintain uniform production and temperature. When using RAP as a component material, use a grizzly or grid over the RAP cold bin, in-line roller crusher, screen, or other suitable means to prevent oversized RAP material from showing up in the completed recycled mixture. If oversized RAP material appears in the completed recycled mix, take the appropriate corrective action immediately. If the appropriate corrective actions are not immediately taken, stop plant operations. I r"'J . . ,., . .., . r-1 . ...., 09/09 01000-47 03-4122.F . .., . ..., . 330 SURFACE REQUIREMENTS. (REV 2-13-06) (FA 3-8-06) (7-06) ,., . ARTICLE 330-12 (Pages 239-242) is deleted and the following substituted: r'l . 330-12 Surface Requirements. 330-12.1 General: Construct a smooth pavement with good surface texture and the proper cross-slope. 330-12.2 Texture of the Finished Surface of Paving Layers: Produce a finished surface of uniform texture and compaction with no pulled, torn, raveled, crushed or loosened portions and free of segregation, bleeding, flushing, sand streaks, sand spots, or ripples. Correct any area of the surface that does not meet the foregoing requirements in accordance with 330-1 2.5.1 . Do not use asphalt concrete mixtures containing aggregates that cause a different color appearance in the final wearing surface in sections less than 1 mile [1.5 km] in length and across the full width of the roadway unless approved by the Engineer. 330-12.3 Cross Slope: Construct a pavement surface with cross slopes in compliance with the requirements of the Contract Documents. Furnish a level with a minimum length of 4 feet [1.2 m] or a digital measuring device approved by the Engineer for the control of cross slope. Make this level or measuring device available at the jobsite at all times during paving operations. Utilize electronic transverse screed controls on the paving machine (unless directed otherwise by the Engineer) to obtain an accurate transverse slope of the pavement surface. 330-12.3.1 Quality Control Requirements: Measure the cross slope of the pavement surface by placing the measuring device perpendicular to the roadway centerline. Report the cross slope to the nearest 0.1 %. Record all the measurements on an approved form and submit to the Engineer for documentation. Measure the cross slope at a minimum frequency of one measurement every 100 feet [30 m] during paving operations to ensure that the cross slope is uniform and in compliance with the design cross slope. When the difference between the measured cross slope and the design cross slope exceeds :t 0.2% for travel lanes (including turn lanes) or :t 0.5% for shoulders, make all corrections immediately to bring the cross slope into the acceptable range. When the cross slope is consistently within the acceptable range, upon the approval of the Engineer, the frequency of the cross slope measurements can be reduced to one measurement every 250 feet [70 m] during paving operations. 330-12.3.2 Verification: The Engineer will verify the Contractor's cross slope measurements by randomly taking a minimum of ten measurements of the cross slope over a day's production. If the average cross slope of the ten random measurements varies more than the allowable tolerance from the design cross slope (0.2% for travel lanes including turn lanes and 0.5% for shoulders), take immediate action to bring the cross slope into the acceptable range. A recheck of the cross slope will then be made following the adjustment. If the recheck indicates that the cross slope is still out of tolerance, stop the paving operations and correct the deficient section in accordance with 330-12.5.1. Resume paving operations only upon approval of the Engineer. The Engineer reserves the right to verify the pavement cross slope at any time by taking cross slope measurements as described above. " . .., . ,.., . r, . ., . ,.., . ., . ..., . P'1 . r"1 . ,.., . .., . ..., . .., . .., 09/09 01 000-48 03-4122.F . ,.., . .., The Engineer may waive the corrections specified above (at no reduction in payment) if: 1) the deficiencies are sufficiently separated so as not to affect the overall ride quality, traffic safety and surface drainage characteristics of the pavement and; 2) the corrective action would unnecessarily mar the appearance of the finished pavement. For intersections, tapers, crossovers, transitions at beginning and end of project and similar areas, adjust the cross slope to match the actual site conditions or as directed by the Engineer. 330-12.4 Pavement Smoothness: Construct a smooth pavement meeting the requirements of this Specification. 330-12.4.1 General: Furnish a 15 foot [4.572 m] manual and a 15 foot [4.572 m] rolling straightedge meeting the requirements of FM 5-509. Make them available at the job site at all times during paving operations. Obtain a smooth surface on all pavement courses placed, and then straightedge all final structural and friction course layers in accordance with 330-12.4.5. 330-12.4.2 Test Method: Perform all straightedge testing in accordance with FM 5-509 with one pass of the rolling straightedge operated along the outside wheel path of each lane being tested. The Engineer may require additional testing at other locations within the lane. 330-12.4.3 Traffic Control: Provide traffic control in accordance with Section 102 and the Design Standards Index Nos. 607 or 619 during all testing. When traffic control cannot be provided in accordance with Index Nos. 607 or 619, submit an alternative Traffic Control Plan as specified in 102-4. Include the cost of this traffic control in the Contract bid prices for the asphalt items. 330-12.4.4 Process Control Testing: Assume full responsibility for controlling all paving operations and processes such that the requirements of these Specifications are met at all times. Address in the QC Plan the methods to be used to control smoothness. 330-12.4.5 Quality Control Testing: 330-12.4.5.1 General: Straightedge the final Type SP structural layer and friction course layer with a rolling straightedge. Test all pavement lanes and ramps where the width is constant using a rolling straightedge and document all deficiencies on a form approved by the Engineer. Notify the Engineer of the location and time of all straightedge testing a minimum of 48 hours before beginning testing. 330-12.4.5.2 Rolling Straightedge Exceptions: Testing with the rolling straightedge will not be required in the following areas: intersections, tapers, crossovers, parking lots and similar areas. In addition, testing with the rolling straightedge will not be performed on the following areas when they are less than 50 feet [15 m] in length: turn lanes, acceleration/deceleration lanes and side streets. However, correct any individual surface irregularity in these areas that deviates from the plan grade in excess of 3/8 inch [10 mm] as determined by a 15 foot [4.572 m] manual straightedge, and that the Engineer deems to be objectionable, in accordance with 330-12.5.1. In addition, the Engineer may also waive the straightedging requirements on ramps and superelevated sections where the geometrical orientation of the pavement results in an inaccurate measurement with the rolling straightedge. . .., . -, . r"'" . ,., . .., . .., . ., . ,., . r'1 . ,., . .., . -, . -, . .., . .., . ,.... . 09/09 01 000-49 03-4122.F ,.., - ., . ,..., r"I 330-12.4.5.3 Intermediate Layers: Straightedge all intermediate Type SP layers (structural and overbuild) as necessary to construct a smooth pavement. On roadways with a design speed 50 miles per hour [80 km per hour] or greater, when an intermediate Type SP layer will be opened to traffic, straightedge the pavement with a rolling straightedge and correct all deficiencies in excess of 3/8 inch [10 mm] within 72 hours of placement, unless directed otherwise by the Engineer. Correct all deficiencies in accordance with 330-12.5.1. 330-12.4.5.4 Final Type SP Structural Layer: Straightedge the final Type SP structural layer with a rolling straightedge, either behind the final roller of the paving train or as a separate operation. The Engineer will verify the straightedge testing by observing the Quality Control straightedging operations. Correct all deficiencies in excess of 3/16 inch [5 mm] in accordance with 330-12.5.1, and retest the corrected areas prior to placing the friction course. For bicycle paths, straightedge the final structural layer with a rolling straightedge, either behind the final roller of the paving train or as a separate operation. Correct all deficiencies in excess of 5/16 inch [8 mm] in accordance with 330- 12.5.1. Retest all corrected areas. If the Engineer determines that the deficiencies on the bicycle path are due to field geometrical conditions, the Engineer will waive corrections with no deduction to the pay item quantity. 330-12.4.5.5 Friction Course Layer: Acceptance for pavement smoothness will be based on verified Quality Control measurements using the rolling straightedge. The Engineer will verify the straightedge testing by observing the Quality Control straightedging operations. At the completion of all paving operations, straightedge the friction course as a separate operation. As an exception, if approved by the Engineer, straightedge the friction course behind the final roller of the paving train. Correct all deficiencies in excess of 3/16 inch [5 mm] in accordance with 330-12.5.1. Retest all corrected areas. 330-12.5 Correcting Unacceptable Pavement: 330-12.5.1 General: Correct all areas of unacceptable pavement at no cost to the Department. 330-12.5.1.1 Structural Layers: Correct deficiencies in the Type SP structural layer by one of the following methods: a. Remove and replace the full depth of the layer, extending a minimum of 50 feet [15 m] on either side of the defective area for the full width of the paving lane. b. Mill the pavement surface to a depth and width that is adequate to remove the deficiency. (This option only applies if the structural layer is not the final surface layer.) 330-12.5.1.2 Friction Course: Correct deficiencies in the friction course layer by removing and replacing the full depth of the layer, extending a minimum of 50 feet [15m] on either side of the defective area for the full width of the paving lane. Corrections may be waived if approved by the Engineer, and an adjustment to the pay item quantity made as defined in 330-12.5.2. 330-12.5.2 Reduction in Pay Item Quantity: When the Engineer elects to waive corrections, the Department will reduce the pay quantity for the pay item in question by the amount of material that the Contractor would have removed and replaced had the correction been made. When the pay quantity is in tons [metric tons], the Department will . ,., . " . " . '1 . " I . .., . I "1 . .., . .., . 1"'1 . '"" . .., . ..., . 1"1 . . .., 09/09 01000-50 03-4122.F - M . n . base the reduction on removing a quantity of material that is 100 feet by the lane width by layer thickness [30 m by lane width by layer thickness] as determined through the following equation: ,., . Non-SI Units .., . Quantity (tons) = t x Gmm x w x 0.24 , . Where: t = Layer thickness (in.) Gmm Maximum specific gravity from the verified mix design ., . w Lane width (ft.) SI Units " . Quantity (metric tons) = t x Gmm x w x 0.028 ..., . Where: t = Layer thickness (mm) Gmm Maximum specific gravity from the verified mix design .., . w = Lane width (m) rot . For FC-5 and other open-graded friction courses, the Department will base the reduction on the area that the Contractor would have removed (100 feet by lane width) [(30 m by lane width)] multiplied by a spread rate of 80 Ib/yd2 [44 kg/m2]. roo, . .., . 334 SUPERPAVE ASPHALT CONCRETE. (REV 12-20-04) (FA 1-6-05) (7-05) SECTION 334 (Pages 243-266) is deleted and the following substituted: ,., . SECTION 334 SUPERPA VE ASPHALT CONCRETE ~ . . 334-1 Description. 334-1.1 General: Construct a Superpave Asphalt Concrete pavement with the type of mixture specified in the Contract, or when offered as alternates, as selected. Superpave mixes are identified as Type SP-9.5, Type SP-12.5 or Type SP-19.0. Meet the requirements of Section 320 for plant and equipment. Meet the general construction requirements of Section 330, including the provision for Quality Control Plans and Quality Control Systems as specified in 6-8. The Engineer will accept the work on a LOT-to-LOT basis in accordance with the applicable requirements of this Specification. The size of the LOT will be as specified in 334-5.2. ,., . ., .., . .., . ..... 09/09 01000-51 03-4122.F . ,., . .., . 334-1.2 Traffic levels: The requirements for Type SP Asphalt Concrete mixtures are based on the design traffic level of the project, expressed in 18,000 pound [80-kNl Equivalent Single Axle Loads (ESAL' s). The five traffic levels are as shown in Table 334-1. .., . Table 334-1 Superpave Traffic Levels Traffic Level Traffic Level (1x106 ESAL's) A <0.3 B 0.3 to < 3 C 3 to < 1 0 D 1 0 to < 30 E ~30 ..., . .., . .., . ,.., . The traffic level(s) for the project are as specified in the Contract. A Type SP mix one traffic level higher than the traffic level specified in the Contract may be substituted, at no cost to the Department (i.e. Traffic Level B may be substituted for Traffic Level A, etc.). 334-1.3 Gradation Classification: The Superpave mixes are classified as either coarse or fine, depending on the overall gradation of the mixture. Coarse and fine mixes are defined in 334-3.2.2. The equivalent AASHTO nominal maximum aggregate size Superpave mixes are as follows: Type SP-9. 5........................................................... 9.5 mm Type SP-12.5.......................................................12.5 mm Type SP-19.0.......................................................19.0 mm I I . '1 . I' . ...., 334-1.4 Thickness: The total thickness of the Type SP asphalt layer(s) will be the plan thickness as shown in the Contract documents. Before paving, propose a thickness for each individual layer meeting the requirements of this specification, which when combined with other layers (as applicable) will equal the plan thickness. For construction purposes, the plan thickness and individual layer thickness will be converted to spread rate based on the maximum specific gravity of the asphalt mix being used, as well as the minimum density level, as shown in the following equation: . 1"'1 . ..., . Non-SI Units ., . Spread rate (lbs/yd2) = t x Gmm x 43.3 ,., . Where: thickness) t = Thickness (in.) (Plan thickness or individual layer .., . Gmm = Maximum specific gravity from the verified mix design SI Units .., Spread rate (kg/m2) t x Gmm x 0.928 . n . ..., 09/09 01000-52 03-4122.F . ,., . ...., . Where: thickness) t = Thickness (mm.) (Plan thickness or individual layer ,.., . Gmm Maximum specific gravity from the verified mix design " . The weight of the mixture shall be determined as provided in 320-2.2. For target purposes only, spread rate calculations should be rounded to the nearest whole number. Note: Plan quantities are based on a Gmm of 2.540, corresponding to a spread rate of 110 Ibs/yd2-in. Pay quantities will be based on the actual maximum specific gravity of the mix being used. 334-1.4.1 Layer Thicknesses - Fine Mixes: The allowable layer thicknesses for fine Type SP Asphalt Concrete mixtures are as follows: ., . ..., . Type SP-9.5............................1 - 1 1/2 inches [30 - 40 mm] Type SP-12.5.................... 1 1/2 - 21/2 inches [40 - 60 mm] Type SP-19.0................................2 - 3 inches [50 - 80 mm] ,., . ,., In addition to the minimum and maximum thickness requirements, the following restrictions are placed on fine mixes when used as a structural course: Type SP-9.5 - Limited to the top two structural layers, two . ., . layers maximum. Type SP-9.5 - May not be used on Traffic Level D and E applications. .., . Type SP-19.0 - May not be used in the final (top) structural layer. ,., . 334-1.4.2 Layer Thicknesses - Coarse Mixes: The allowable layer thicknesses for coarse Type SP Asphalt Concrete mixtures are as follows: 'I . Type SP-9.5............................1 1/2 - 2 inches [40 - 50 mm] Type SP-12.5................................2 - 3 inches [50 - 80 mm] Type SP-19.0..........................3 - 3 1/2 inches [80 - 90 mm] ,., . In addition to the minimum and maximum thickness requirements, the following restrictions are placed on coarse mixes when used as a structural course: Type SP-1 9.0 - May not be used in the final (top) structural ., . layer. .... 334-1.4.3 Additional Requirements: The following requirements also apply to coarse and fine Type SP Asphalt Concrete mixtures: 1. A minimum 1 1/2 inch [40 mm] initial lift is required over an Asphalt Rubber Membrane Interlayer (ARMI). 2. When construction includes the paving of adjacent shoulders (:::; 5 feet [:::; 1.5 m] wide), the layer thickness for the upper pavement layer and shoulder must be the same and paved in a single pass, unless called for differently in the Contract documents. 3. All overbuild layers must be fine Type SP Asphalt Concrete designed at the traffic level as stated in the Contract. Use the minimum and maximum layer thicknesses as specified above unless called for differently in the Contract documents. On variable thickness overbuild layers, the minimum allowable thickness may -, . " . . ., . . ., 09/09 01000-53 03-4122.F . .., . ,.., . be reduced by 1/2 inch [13 mmJ, and the maximum allowable thickness may be increased 1/2 inch [13 mmJ, unless called for differently in the Contract documents. r"1 . 334-2 Materials. 334-2.1 General Requirements: Meet the material requirements specified In Division III. Specific references are as follows: Superpave PG Asphalt Binder or Recycling Agent 916-1, 916-2 Coarse Aggregate .............................................Section 901 Fine Aggregate ... ........... ............ ....... ....... ...... ... Section 902 334-2.2 Superpave Asphalt Binder: Unless specified otherwise in the Contract, use a PG 67-22 asphalt binder with the following exceptions: for Traffic Level D, use a PG 76-22 asphalt binder in the final structural layer; for Traffic Level E, use a PG 76-22 asphalt binder in the top two structural layers. In addition, meet the requirements of 334-2.3. 334-2.3 Reclaimed Asphalt Pavement (RAP) Material: 334-2.3.1 General requirements: RAP may be used as a component of the asphalt mixture subject to the following requirements: 1. For Traffic Levels A, Band C mixtures, limit the amount of RAP material used in the mix to a maximum of 50 percent by weight of total aggregate. For Traffic Levels D and E mixtures, limit the amount of RAP material used in the mix to a maximum of 30 percent by weight of total aggregate. 2. When using a PG 76-22 Asphalt Binder, limit the amount of RAP material used in the mix to a maximum of 15 percent by weight of total aggregate. 3. Assume full responsibility for the design, production and construction of asphalt mixes which incorporate RAP as a component material. 4. Use RAP from an FDOT approved stockpile or RAP that has an FDOT furnished Pavement Composition Data Sheet. 5. Do not use RAP material in any friction course mixes. 6. Provide stockpiled RAP material that is reasonably consistent in characteristics and contains no aggregate particles which are soft or conglomerates of fines. 7. Provide RAP material having a minimum average asphalt content of 4.0 percent by weight of total mix. The Engineer may sample the stockpile to verify that this requirement is met. 334-2.3.2 Material Characterization: Assume responsibility for establishing the asphalt binder content, gradation, viscosity and bulk specific gravity (Gsb) of the RAP material based on a representative sampling of the material. Obtain the samples by one of the following methods: 1. Roadway cores: Cut a minimum number of cores to be representative of the pavement prior to milling. Fill the core holes prior to opening to traffic. Assume responsibility for accounting for the degradation that will occur during the milling operation. 2. Milling: Obtain representative samples by milling the existing pavement to the full depth shown on the plans for a minimum length of approximately 200 feet [60 m]. If required to maintain traffic, immediately replace the pavement removed with the mix specified in the Contract. This mix will be paid for at the Contract unit price. 3. Stockpile sampling: Obtain samples from a stockpile of either milled or processed RAP. Take representative samples at random locations around the " . .., . .., . , . ,.., I . r--, . .., . ..., . ,., . .., . ,., . ,., . ., . " . .., . n 09/09 01000-54 03-4122.F - ,.., . ,., . stockpile. Request the Engineer to make a visual inspection of the stockpiled RAP material. Based on visual inspection and a review of the test data, the Engineer will determine the suitability of the stockpiled materials. Once the RAP stockpile has been approved, do not add additional material without prior approval of the Engineer. Determine the binder content and gradation of the RAP material in accordance with FM 5-563 and FM 1-T 030, respectively. Extract and recover the asphalt binder from the RAP in accordance with FM 5-524 and FM 3-D 5404, respectively. Determine the viscosity of the recovered asphalt binder in accordance with ASTM 02171. Establish the Gsb of the RAP material by using one of the following methods: a) Calculate the Gsb value based upon the effective specific gravity (Gse) of the RAP material, determined on the basis of the asphalt binder content and maximum specific gravity (Gmm) of the RAP material. The Engineer will approve the estimated asphalt binder absorption value used in the calculation. b) Measure the Gsb of the RAP aggregate, in accordance with FM 1-T 084 and FM 1-T 085. Obtain the aggregate by using either a solvent or ignition oven extraction method. 334-2.3.3 Pavement Composition: When the Contract includes milling of the existing asphalt pavement, the Pavement Composition Data Sheet may be available on the Department's website. The URL for obtaining this information, if available, is: http://www.dot.state.fl.us/statematerialsoffice/laboratory lasphalt/centrallaboratory Icompos itionsl index.htm 334-2.3.4 Asphalt Binder for Mixes with RAP: Select the appropriate asphalt binder grade based on Table 334-2. The Engineer reserves the right to change the asphalt binder type and grade at design based on the characteristics of the RAP asphalt binder, and reserves the right to make changes during production. Maintain the viscosity of the recycled mixture within the range of 4,000 to 12,000 poises [400 to 1,200 PaAs]. Obtain a sample of the mixture for the Engineer within the first 1,000 tons [1,000 metric tons] of production and at a continuing frequency of one sample per 4,000 tons [4,000 metric tons] of mix. ..., . r"1 . ,., . ,., . " . ., . .., . ., . ,., . I' . Table 334-2 Asphalt Binder Grade for Mixes Containing RAP Percent RAP Asphalt Binder Grade <20 PG 67-22 20 - 29 PG 64-22 k 30 Recycling Agent " . ., . , 334-2.4 Recycled Crushed Glass: Recycled crushed glass may be used as a component of the asphalt mixture subject to the following requirements: 1. Consider the recycled crushed glass a local material and meet all requirements specified in 902-6. 2. Limit the amount of recycled crushed glass to a maximum of 15 percent by weight of total aggregate. 3. Use an asphalt binder that contains a minimum of 0.5 percent anti- stripping agent by weight of binder. The antistrip additive shall be one of the products included on the Qualified Products List specified in 6-1 of the Specifications. The antistrip additive shall be introduced into the asphalt binder by the supplier during loading. . ,.., . .., . n . ,.., 09/09 01000-55 03-4122.F .., . ,.., . 4. Do not use recycled crushed glass in friction course mixtures or In structural course mixtures which are to be used as the final wearing surface. " . " . 334-3 General Composition of Mixture. 334-3.1 General: Compose the asphalt mixture using a combination of aggregate (coarse, fine or mixtures thereof), mineral filler, if required, and asphalt binder material. Size, grade and combine the aggregate fractions to meet the grading and physical properties of the mix design. Aggregates from various sources may be combined. 334-3.2 Mix Design: 334-3.2.1 General: Design the asphalt mixture in accordance with AASHTO R35-04, except as noted herein. Prior to the production of any asphalt mixture, submit the proposed mix design with supporting test data indicating compliance with all mix design criteria to the Engineer. Include representative samples of all component materials, including asphalt binder. Allow the State Materials Engineer a maximum of four weeks to either conditionally verify or reject the mix as designed. Final verification of the mix design will occur when the requirements of 334-5.2.1 have been met. Do not use more than three mix designs per nominal maximum aggregate size per traffic level per binder grade per contract year. Exceeding this limitation will result in a maximum Composite Pay Factor of 1.00 as defined in 334-8.2 for all designs used beyond this limit. The Engineer will consider any marked variations from original test data for a mix design or any evidence of inadequate field performance of a mix design as sufficient evidence that the properties of the mix design have changed, and the Engineer will no longer allow the use of the mix design. 334-3.2.2 Mixture Gradation Requirements: Combine the coarse and fine aggregate in proportions that will produce an asphalt mixture meeting all of the requirements defined in this specification and conform to the gradation requirements at design as defined in AASHTO M323-04, Table 3. Aggregates from various sources may be combined. 334-3.2.2.1 Mixture Gradation Classification: Plot the combined mixture gradation on an FHWA 0.45 Power Gradation Chart. Include the Control Points from AASHTO M323-04, Table-3, as well as the Primary Control Sieve (PCS) Control Point from AASHTO M323-04, Table 4. Coarse mixes are defined as having a combined aggregate gradation that passes below the primary control sieve control point, and fine mixes are defined as having a gradation that passes above or through the primary control sieve control point. Use either a coarse mix or fine mix for Traffic Levels A-E. 334-3.2.3 Aggregate Consensus Properties: Meet the following consensus properties at design for the aggregate blend: 334-3.2.3.1 Coarse Aggregate Angularity: When tested in accordance with ASTM D 5821, meet the percentage of fractured faces requirements specified in AASHTO M323-04, Table 5. 334-3.2.3.2 Fine Aggregate Angularity: When tested in accordance with AASHTO T-304, Method A, meet the uncompacted void content of fine aggregate specified in AASHTO M323-04, Table 5. 334-3.2.3.3 Flat and Elongated Particles: When tested in accordance with ASTM D 4791, (with the exception that the material passing the 3/8 inch [9.5 mm] sieve and retained on the No.4 [4.75 mm] sieve shall be included), meet the requirements specified in AASHTO M323-04, Table 5. Measure the aggregate using the ratio of 5:1, " . ., . ,., . ..., . " I ., . r'l . ,...., I r'l . r, . .., . .., . " . ..... . ,., 09/09 01000-56 03-4122.F . ..., . ,., . comparing the length (longest dimension) to the thickness (shortest dimension) of the aggregate particles. 334-3.2.3.4 Sand Equivalent: When tested in accordance with AASHTO T 176, meet the sand equivalent requirements specified in AASHTO M323-04, Table 5. 334-3.2.4 Gyratory Compaction: Compact the design mixture in accordance with AASHTO T312-04. Use the number of gyrations as defined in AASHTO R35-04, Table 1 with the following exceptions: for Traffic Level C mixes, compact the mixture as specified for the Traffic Level of 0.3 x 106 to < 3 x 106 ESAL's; for Traffic Level E mixes, compact the mixture as specified for 10 x 106 to < 30 x 106 ESAL's. 334-3.2.5 Design Criteria: Meet the requirements for nominal maximum aggregate size as defined in AASHTO M323-04, as well as for relative density, VMA, VFA, and dust-to-binder ratio as specified in AASHTO M323-04, Table 6. Use a dust-to-binder ratio of 0.8 to 1.6 for coarse mixes. 334-3.2.6 Moisture Susceptibility: Test 4 inch [100 mm] specimens in accordance with FM 1- T 283. Provide a mixture having a retained tensile strength ratio of at least 0.80 and a minimum tensile strength (unconditioned) of 100 psi [690 kPa]. If necessary, add a liqu id anti-stri pping agent, which is on the Department's Qualified Products List or hydrated lime (meeting the requirements of 337-10.2) in order to meet these criteria. 334-3.2.7 Additional Information: In addition to the requirements listed above, provide the following information with each proposed mix design submitted for verification: 1. The design traffic level and the design number of gyrations (Ndesign). 2. The source and description of the materials to be used. 3. The DOT source number and the DOT product code of the aggregate components furnished from a DOT approved source. 4. The gradation and proportions of the raw materials as intended to be combined in the paving mixture. The gradation of the component materials shall be representative of the material at the time of use. Compensate for any change in aggregate gradation caused by handling and processing as necessary. 5. A single percentage of the combined mineral aggregate passing each specified sieve. Degradation of the aggregate due to processing (particularly material passing the No. 200 [75 pm] sieve) should be accounted for and identified. 6. The bulk specific gravity (Gsb) value for each individual aggregate and RAP component, as identified in the Department's aggregate control program. 7. A single percentage of asphalt binder by weight of total mix intended to be incorporated in the completed mixture, shown to the nearest 0.1 percent. 8. A target temperature at which the mixture is to be discharged from the plant and a target roadway temperature (per 330-6.3). Do not exceed a target temperature of 3300F [1650C] for modified asphalts and 3150F [1570Cl for unmodified asphalts. 9. Provide the physical properties achieved at four different asphalt binder contents. One of which shall be at the optimum asphalt content, and must conform to all specified physical requirements. 10. The name of the CTQP Qualified Mix Designer. 11. The ignition oven calibration factor. ,.., . r"l . ..., . ,., . .., . I' . ,., . ,., . r"1 . .., . ~ . ,., . ,., . .., . ...... . ,..., . ..... 09/09 01000-57 03-4122.F . r"l . .., . 334-3.3 Mix Design Revisions: During production, the Contractor may request a target value revision to a mix design, subject to meeting the following requirements: (1) the target change falls within the limits defined in Table 334-3, (2) appropriate data exists demonstrating that the mix complies with production air voids specification criteria, and (3) the mixture gradation meets the basic gradation requirements defined in 334-3.2.2. r'1 . ,., . Table 334-3 Limits for Potential Adjustments to Mix Design Target Values Characteristic Limit from Original Mix Design No.8 sieve [2.36 mm] and Coarser :t 5.0 percent No. 16 sieve [1.18 mm] :t 4.0 percent No. 30 sieve [600jim] :t 4.0 percent No. 50 sieve [300jim] :t 3.0 percent No. 100 sieve [150jim] :!: 3.0 percent No. 200 sieve [75 Jim] :!: 1.0 percent Asphalt Binder Content (1) :!: 0.3 percent (1 ) Reductions to the asphalt binder content will not be permitted if the VMA during production is lower than 1.0 percent below the design criteria. I' . " . ,.., . 11 . ,., . Submit all requests for reVISions to mix designs, along with supporting documentation, to the Engineer. In order to expedite the revision process, the request for revision or discussions on the possibility of a revision may be made verbally, but must be followed up by a written request. The verified mix design will remain in effect until the Engineer authorizes a change. In no case will the effective date of the revision be established earlier than the date of the first communication between the Contractor and the Engineer regarding the revision. A new design mix will be required if aggregate sources change, or for any substitution of an aggregate product with a different aggregate code, unless approved by the Engineer. ,., . r"l . ..... . 334-4 Contractor Process Control. Assume full responsibility for controlling all operations and processes such that the requirements of these Specifications are met at all times. Perform any tests necessary at the plant and roadway for process control purposes. The Engineer will not use these test results in the acceptance payment decision. Address in the Quality Control Plan how Process Control failures will be handled. Investigate, at a minimum, the production process, testing equipment and/or sampling methods to determine the cause of the failure, and make any necessary changes to assure compliance with these Specifications. Obtain a follow up sample immediately after corrective actions are taken to assess the adequacy of the corrections. In the event the follow-up Process Control sample also fails to meet Specification requirements, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the Engineer. ,.., . ., . , . ,., . ,.., 334-5 Acceptance of the Mixture. 334-5.1 General: The mixture will be accepted at the plant with respect to gradation (P-8 and P.200), asphalt content (Pb), and volumetrics (volumetrics is defined as air . ..... . .., 09/09 01000-58 03-4122.F . n . , . ., voids at Ndesign). The mixture will be accepted on the roadway with respect to density of roadway cores. Acceptance will be on a lOT-by-lOT basis (for each mix design) based on tests of random samples obtained within each sublot taken at a frequency of one set of samples per sublot. A roadway lOT and a plant production lOT shall be the same. Acceptance of the mixture will be based on Contractor Quality Control test results that have been verified by the Department. 334-5.1.1 Sampling and Testing Requirements: Obtain the samples in accordance with FM 1-T 168. Obtain samples at the plant of a sufficient quantity to be split into three smaller samples; one for Quality Control, one for Verification and one for Resolution testing; each sample at approximately 35 pounds [16 kg]. The split samples for Verification testing and Resolution testing shall be reduced in size and stored in three boxes each. The approximate size of each box must be 12" x 8" x 4". label and safely store these boxes in a manner agreed upon by the Engineer for future testing. The Contractor can retain additional split samples at their option. The asphalt content of the mixture will be determined in accordance with FM 5-563. In the event the FM 5-563 ignition oven goes out of service during production, the Contractor may elect to use a replacement oven at another location for no more than 72 hours while the oven is being repaired. The gradation of the recovered aggregate will be determined in accordance with FM 1-T 030. Volumetric testing will be in accordance with AASHTO T312-04 and FM 1-T 209. Prior to testing volumetric samples, condition the test-sized sample for one hour at the target roadway compaction temperature in a covered, shallow, flat pan. Test for roadway density in accordance with FM 1-T 166. 334-5.1.2 Acceptance Testing Exceptions: When the total quantity of any mix type in the Project is less than 500 tons [500 metric tons], the Engineer will accept the mix on the basis of visual inspection. The Engineer may require the Contractor to run process control tests for informational purposes, as defined in 334-4, or may run independent verification tests to determine the acceptability of the material. Density testing for acceptance will not be performed on widening strips or shoulders with a width of 5 ft. [1.5 m] or less, open-graded friction courses, variable thickness overbuild courses, leveling courses, first lift of asphalt base course placed on subgrade, miscellaneous asphalt pavement, or any course with a specified thickness less than 1 inch [25 mm] or a specified spread rate that converts to less than 1 inch [25 mm] as described in 334-1.4. In addition, density testing for acceptance will not be performed on the following areas when they are less than 1,000 feet [300 m] in length: crossovers, intersections, turning lanes, acceleration lanes, deceleration lanes, or ramps. Compact these courses (with the exception of open-graded friction courses) in accordance with the rolling procedure (equipment and pattern) submitted as part of the Quality Control Plan and as approved by the Engineer. In the event that the rolling procedure deviates from the approved procedure, placement of the mix shall be stopped. The density pay factor (as defined in 334-8.2) for lOTs where there are areas not requiring density testing for acceptance will be prorated based on a pay factor of 1.00 for the quantity (tonnage) of material in areas not requiring density testing for acceptance and the actual pay factor for the tonnage of material in areas requiring density. 334-5.2 LOT Sizes: LOT sizes will be either 2,000 tons [2,000 metric tons] or 4,000 tons [4,000 metric tons]. The Initial Production LOT of all mix designs used on a project shall consist of 2,000 tons [2,000 metric tons], subdivided into four equal sublots of 500 tons [500 metric tons] each. Following the Initial Production LOT, each remaining .., . . ., . 1 . .., . 1 . r'J . .., . r""\ . ,., . r"1 . ,., . .., . .., . .., . ,.., . n 09/09 01000-59 03-4122.F . .., . ,.., . LOT will be defined (as selected by the Contractor prior to the start of the LOT) as either (1) 2,000 tons [2,000 metric tons], with each LOT subdivided into four equal sublots of 500 tons [500 metric tons] each, or (2) 4,000 tons [4,000 metric tons] (as authorized by the Engineer per 334-5.2.1), with each LOT subdivided into four equal sublots of 1,000 tons [1,000 metric tons] each. Before the beginning of a LOT, the Engineer will develop a random sampling plan for each sublot and direct the Contractor on sample points, based on tonnage, for each sublot during construction. In the event a LOT is terminated per 334-5.4.4, the LOT size upon resuming production of the mixture will be 2000 tons until the requirements of 334-5.2.1 are met. 334-5.2.1 Criteria for 4,000 ton LOTs: At the completion of the Initial Production LOT, the quality of the as-produced material will be evaluated by the Engineer. Begin the option of 4,000 ton [4,000 metric tons] LOT sizes only when authorized by the Engineer based upon the Quality Control test results for the Initial Production LOT meeting the following: 1. A minimum Pay Factor of 0.90 for each asphalt quality characteristic as defined in 334-8.2. 2. A favorable comparison with the Verification test results. Comparisons between the Quality Control and Verification test results will be based on between-laboratory precision values shown in Table 334-5. 3. A coefficient of permeability of less than 125 x 10-5cm/s on each roadway core as determined in accordance with FM 5-565. Permeability criteria apply only to coarse mixes when the average density for the sublot is less than 93.00 percent of Gmm, or when an individual density value is less than 91 .00 percent of Gmm. In the event that the Initial Production LOT does not meet these criteria, limit production LOT sizes to 2,000 tons [2,000 metric tons] with 500 ton [500 metric tons] sublots until these criteria are met. 334-5.2.2 Partial LOTs: A partial LOT is defined as a LOT size that is less than a full LOT. A partial LOT may occur due to the following: I. The completion of a given mix type or mix design on a project. 2. A LOT termination due to a 60 day or greater delay in production. (Time periods other than 60 days may be used if agreed to by both Engineer and Contractor. ) 3. A LOT is terminated per 334-5.4.4. All partial LOTs will be evaluated based on the number of tests available, and will not be redefined. 334-5.3 Initial Production Requirements: The Initial Production LOT of all mix designs shall be established at 2,000 tons. During this period demonstrate the capability to produce and place the mixture as specified unless waived by the Engineer in 334-3.2.1. If necessary, during this time, make adjustments to the mix design, as defined in 334-3.3. Any target value adjustments to the mix design will result in the LOT being terminated and evaluated for payment purposes per 334-8. Do not begin 4,000 ton LOT sizes until a 2,000 ton initial production LOT (for each mix design) has been successfully completed, or is waived by the Engineer. At the sole option of the Engineer, the requirement for an Initial Production LOT may be waived based on evidence of satisfactory production, placement and performance on previous projects for that particular mix. 334-5.3.1 Plant Sampling and Testing Requirements: Obtain one random sample of mix per sublot in accordance with 334-5.1.1 as directed by the Engineer. Test ,., . ,., . ,., I ,., . ,., . ., . .., I " . n . ,.., . ..., . .., . .., . ..., . ., . ,.., . -.. 09/09 01000-60 03-4122.F - .., . -, . ,., . ,.., . ..., . ,., . ., . n . .., . ,., . ,., . r 1 . '1 . ,.., . .., . ..., . ,., . ,.. . ,., - the Quality Control split sample for gradation, asphalt binder content and volumetrics in accordance with 334-5.1.1. Complete all Quality Control testing within one working day from the time the samples were obtained. 334-5.3.2 Roadway Sampling and Testing Requirements: Obtain five 6 inch [150 mm] diameter roadway cores within 24 hours of placement at random locations as directed by the Engineer within each sublot. Test these Quality Control samples for density in accordance with 334-5.1.1. The Gmm used for the density evaluation will be based on the Quality Control test result for the corresponding sublot. On coarse mixes when the average density for an Initial Production sublot is less than 93.00 percent of Gmm, or an individual core density is less than 91 .00 percent of Gmm, cut five 6 inch [150 mm] diameter roadway cores (at locations determined by the Engineer) and have them evaluated for permeability in accordance with FM 5-565 by a laboratory as approved by the Engineer. If approved by the Engineer, the original cores cut for density testing purposes may be used to evaluate permeability. 334-5.3.3 Verification of Initial Production LOT: For Verification purposes the Engineer will test a minimum of one split sample as described in 334-5.1.1 from the Initial Production LOT at the completion of the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from when the LOT is completed. The Verification test results will be compared with the corresponding Quality Control test results based on the between-laboratory precision values shown in Table 334-5. If all of the specified mix characteristics compare favorably, then the LOT will be accepted, with payment based on the Quality Control results for the LOT. If any of the results do not compare favorably, then the split Resolution samples from the LOT will be sent to the Resolution laboratory for testing, as described in 334-5.6. 334-5.3.4 Acceptance of Initial Production LOT: The Initial Production LOT shall be considered a single LOT and will receive a Composite Pay Factor as determined in 334-8, based on results of the verified Quality Control tests, or as determined by the Resolution System. 334-5.4 Quality Control Sampling and Testing: Obtain all samples randomly as directed by the Engineer. Should the Engineer determine that the Quality Control requirements are not being met or that unsatisfactory results are being obtained, or should any instances of falsification of test data occur, approval of the Contractor's Quality Control Plan will be suspended and production will be stopped. 334-5.4.1 Lost or Missing Verification/Resolution Samples: In the event that any of the Verification and/or Resolution samples that are in the custody of the Contractor are lost, damaged, destroyed, or are otherwise unavailable for testing, the minimum possible pay factor for each quality characteristic as described in 334-8.2 will be applied to the entire LOT in question, unless called for otherwise by the Engineer. Specifically, if the LOT in question has more than two sublots, the pay factor for each quality characteristic will be 0.55. If the LOT has two or less sublots, the pay factor for each quality characteristic will be 0.80. In either event, the material in question will also be evaluated in accordance with 334-5.9.5. If any of the Verification and/or Resolution samples that are in the custody of the Department are lost, damaged, destroyed or are otherwise unavailable for 09/09 01000-61 03-4122.F ..., - "1 r"1 . testing, the corresponding Quality Control test result will be considered verified, and payment will be based upon the Contractor's data. 334-5.4.2 Plant Sampling and Testing Requirements: Obtain one random sample of mix per sublot in accordance with 334-5.1.1 as directed by the Engineer. Test the Quality Control split sample for gradation, asphalt binder content and volumetrics in accordance with 334-5.1.1. Complete all Quality Control testing within one working day from the time the samples were obtained. 334-5.4.3 Roadway Sampling and Testing Requirements: Obtain five 6 inch [150 mm] diameter roadway cores within 24 hours of placement at random locations as directed by the Engineer within each sublot. Test these Quality Control samples for density (Gmb) in accordance with 334-5.1.1. In situations where it is impractical to cut five cores per sublot, obtain a minimum of three cores per sublot at random locations as identified by the Engineer. Do not obtain cores any closer than 12 inches [300 mm] from an unsupported edge. Maintain traffic during the coring operation; core the roadway, patch the core holes (within three days of coring); and trim the cores to the proper thickness prior to density testing. Density for the sublot shall be based on the average value for the cores cut from the sublot with the target density being the maximum specific gravity (Gmm) of the sublot. Once the average density of a sublot has been determined, do not retest the samples unless approved by the Engineer. Ensure proper handling and storage of all cores until the LOT in question has been accepted. 334-5.4.4 Individual Test Tolerances for Quality Control Testing: In the event that an individual Quality Control test result of a sublot for air voids, or the average sublot density for coarse graded mixes does not meet the requirements of Table 334-4, terminate the LOT and stop production of the mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test result in accordance with 334-5.9.5. In the event that an individual Quality Control test result of a sublot for gradation (P-8 or P-200), asphalt binder content, or the average sublot density for fine graded mixes does not meet the requirements of Table 334-4, or an individual core density is less than 91.00 percent of Gmm (for coarse mixes), take steps to correct the situation and report the actions to the Engineer. In the event that two consecutive individual Quality Control test results (for the same material characteristic) for gradation (P-8 and P-200), asphalt binder content, or the average sublot density for fine graded mixes do not meet the requirements of Table 334-4, or two individual core densities within a sublot are less than 91.00 percent of Gmm (for coarse mixes), terminate the LOT and stop production of the mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test result in accordance with 334-5.9.5. Any LOT terminated under this subarticle will be limited to a maximum Pay Factor of 1.00 (as defined in 334-8.2) for each quality characteristic. . ., . .., . .., . ., . ~ . ,., . ..., . ..., . .., . ..., . ., . II . .., . ..., . ~ . r1 09/09 01000-62 03-4122.F - ..., . ,., . " . .., . .., . ., . ,.., . " . .., . .., . ,., . ..., . ,., . " . n . r-'I . ..., . ...., - -. . Table 334-4 Master Production Range Characteristic Tolerance (1 ) Asphalt Binder Content ( percent) Target :t 0.55 Passing No.8 [2.36 mm] Sieve ( percent) Target :t 5.50 Passing No. 200 [75 jJm] Sieve ( percent) IT arget :t 1.50 Air Voids ( percent) Coarse Graded 2.00 - 6.00 Air Voids ( percent) Fine Graded 2.30 - 6.00 Density, percent Gmm {2} Coarse Graded (minimum) 93.00 Fine Graded (minimum) 90.00 (1) Tolerances for sample size of n :=: 1 from the verified mix design (2) Based on an average of 5 randomly located cores 334-5.5 Verification Testing: In order to determine the validity of the Contractor's Quality Control test results prior to their use in the Acceptance decision, the Engineer will run verification tests. 334-5.5.1 Plant Testing: At the completion of each LOT, the Engineer will test a minimum of one Verification split sample randomly selected from the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from the time the LOT is completed. Verification samples shall be reheated at the target roadway compaction temperature for 1 1/2 hours, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1 .1. The Verification test results will be compared with the Quality Control test results based on the between-laboratory precision values shown in Table 334-5. . Table 334-5 Between-Laboratory Precision Values Property Maximum Difference Gmm 0.016 Gmb 0.022 Pb 0.44 percent P-200 FM 1-T 030 (Figure 2) P-8 FM 1-T 030 (Fiqure 2) If all of the specified mix characteristics compare favorably, then the LOT will be accepted, with payment based on the Contractor's Quality Control test data for the LOT. If any of the results do not compare favorably, then the Resolution samples from the LOT will be sent to the Resolution laboratory for testing, as described in 334-5.6. 334-5.5.2 Roadway Testing: At the completion of each LOT, the Engineer will determine the density (Gmb) of each core (previously tested by Quality Control) as described in 334-5.1.1 from one randomly selected sublot from the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from the time the LOT is completed. The individual Verification test results will be compared with 09/09 01000-63 03-4122.F ,.., . ..., . individual Quality Control test results by the Engineer based on the between-laboratory precision values given in Table 334-5 for Gmb. roo, If each of the core test results compare favorably, then the LOT will . be accepted with respect to density, with payment based on the Contractor's Quality Control test data for the LOT. ..., If any of the results do not compare favorably, then the core samples . from the LOT will be sent to the Resolution laboratory for testing as specified in 334-5.6. 334-5.6 Resolution System: ...., 334-5.6.1 Plant Samples: In the event of an unfavorable comparison . between the Contractor's Quality Control test results and the Engineer's Verification test results on any of the properties identified in Table 334-5, the Resolution laboratory will test " all of the split samples from the LOT for only the property (or properties) in question. . Resolution samples shall be reheated at the target roadway compaction temperature for 1 1/2 hours, reduced to the appropriate testing size, and conditioned and tested as ., described in 334-5.1.1. . 334-5.6.2 Roadway Samples: In the event of an unfavorable comparison between the Contractor's Quality Control test data and the Engineer's Verification test q data on the density results, the Resolution laboratory will test all of the cores from the . LOT. Testing will be as described in 334-5.1.1. Any damaged roadway cores will not be included in the evaluation; replace damaged cores with additional cores at the direction of ,.., the Engineer. . 334-5.6.3 Resolution Determination: If the Resolution laboratory results compare favorably (for the property or properties in question) with all of the Quality ,., Control results, then acceptance and payment for the LOT will be based on the Quality . Control results; and the Department will bear the costs associated with Resolution testing. No additional compensation, either monetary or time, will be made for the impacts of any ,.., such testing. . If the Resolution laboratory results do not compare favorably (for the property or properties in question) with all of the Quality Control results, then acceptance .., and payment for the LOT will be based on the Resolution test data for the LOT, and the . costs of the Resolution testing will be deducted from monthly estimates. No additional time will be granted for the impacts of any such testing. ..., In the event of an unfavorable comparison between the Resolution . test results and Quality Control test results, make the necessary adjustments to assure that future comparisons are favorable. ..., 334-5.7 Independent Verification Testing: . 334-5.7.1 Plant: Take samples as directed by the Engineer for Independent Verification testing. The Contractor can retain split samples of these samples at their ., option. Independent Verification samples will be reheated at the target roadway . compaction temperature for 1 1/2 hours, reduced to the appropriate testing size, and conditioned and tested as described in 334-5.1.1. If any of the results do not meet the .., requirements of Table 334-4, cease production of the asphalt mixture until the problem is . adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) .., resolved. Address any material represented by the failing test results in accordance with . 334-5.9.5. 334-5.7.2 Roadway: Obtain five roadway cores as directed by the Engineer 1""1 for Independent Verification testing. These independent cores will be obtained from the . r'1 . 09/09 01000-64 03-4122.F .., . ..., . .., . ,.... . " . ,.., . 1'1 . n . " . ..., . ., . ,., . ., . ., . ..., . ,.., . .., . ,-, . ,.., - same LOTs and sublots as the Independent Verification Plant samples, or as directed by the Engineer. The density of these cores will be obtained as described in 334-5.1 .1. If the average of the results for the sublot does not meet the requirements of Table 334-4 for density, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test results in accordance with 334-5.9.5. 334-5.8 Surface Tolerance: The asphalt mixture will be accepted on the roadway with respect to surface tolerance in accordance with the applicable requirements of 330-12. 334-5.9 Minimum Acceptable Quality Levels: 334-5.9.1 Pay Factors Below 0.90: In the event that an individual pay factor for any quality characteristic of a LOT falls below 0.90, take steps to correct the situation and report the actions to the Engineer. In the event that the pay factor for the same quality characteristic for two consecutive LOTs is below 0.90, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes. 334-5.9.2 Composite Pay Factors Less Than 0.90 and Greater Than or Equal to 0.80: If the composite pay factor for the LOT is less than 0.90 and greater than or equal to 0.80, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes. 334-5.9.3 Composite Pay Factors Less Than 0.80 and Greater Than or Equal to 0.75: If the composite pay factor for the LOT is less than 0.80 and greater than or equal to 0.75, address the defective material in accordance with 334-5.9.5. 334-5.9.4 Composite Pay Factors Less Than 0.75: If the composite pay factor for the LOT is less than 0.75, remove and replace the defective LOT at no cost to the Department, or as approved by the Engineer. 334-5.9.5 Defective Material: Assume responsibility for removing and replacing all defective material placed on the project, at no cost to the Department. As an exception to the above and upon approval of the Engineer, obtain an engineering analysis by an independent laboratory (as approved by the Engineer) to determine the disposition of the material. The engineering analysis must be signed and sealed by a Professional Engineer licensed in the State of Florida. The Engineer may determine that an engineering analysis is not necessary or may perform an engineering analysis to determine the disposition of the material. Any material that remains in place will be accepted with a composite pay factor as determined by 334-8, or as determined by the Engineer. If the defective material is due to a gradation, asphalt binder content or density failure, upon approval of the Engineer the Contractor may perform delineation tests on roadway cores in lieu of an engineering analysis to determine the limits of the defective material that requires removal and replacement. Prior to any delineation testing, all sampling locations shall be approved by the Engineer. All delineation sampling and testing shall be monitored and verified by the Engineer. The minimum limit of removal of 09/09 01000-65 03-4122.F ..., . ,.., . defective material is fifty-feet either side of the failed sample. For materials that are defective due to air voids, an engineering analysis is required. " . 334-6 Comparison Testing. At the start of the project (unless waived by the Engineer) and at other times as determined necessary by the Engineer, provide split samples for comparison testing with the Engineer. The purpose of these tests is to verify that the testing equipment is functioning properly and that the testing procedures are being performed correctly. In the event that the Engineer determines that there is a problem with the Contractor's testing equipment and/or testing procedures, immediately correct the problem to the Engineer's satisfaction. In the event that the problem is not immediately corrected, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the Engineer. If so agreed to by both the Contractor and the Engineer, the split sample used for comparison testing may also be used for the Quality Control sample. The split sample used for comparison testing will also meet the requirements for Independent Verification Testing described in 334-5.7. ,., . ,., . ..., . '1 . r'1 . 334-7 Method of Measurement. For the work specified under this Section (including the pertinent prOVISions of Sections 320 and 330), the quantity to be paid for will be the weight of the mixture, in tons [metric tons]. The bid price for the asphalt mix will include the cost of the liquid asphalt or the asphalt recycling agent and the tack coat application as directed in 300-8. There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix. For the calculation of unit price adjustments of bituminous material, the average asphalt content will be based on the percentage specified in 9-2.1.2. The weight will be determined as provided in 320-2 (including the provisions for the automatic recordation system). Prepare a Certification of Quantities, using the Department's current approved form, for the certified Superpave asphalt concrete pay item. Submit this certification to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or as directed by the Engineer, based on the quantity of asphalt produced and accepted on the Contract. The certification must include the Contract Number, FPID Number, Certification Number, Certification Date, period represented by Certification and the tons [metric tons] produced for each asphalt pay item. ..., . ,., . ..., . ,., . ,., . .., . 334-8 Basis of Payment. 334-8.1 General: Price and payment will be full compensation for all the work specified under this Section (including the applicable requirements of Sections 320 and 330). Based upon the quality of the material, a pay adjustment will be applied to the bid price of the material as determined on a LOT by LOT basis. The pay adjustment will be assessed by calculating a Pay Factor for the following individual quality characteristics: pavement density, air voids, asphalt binder content, and the percentage passing the No. 200 [75 Ilm] and No.8 [2.36 mm] sieves. The pay adjustment will be computed by multiplying a Composite Pay Factor for the LOT by the bid price per ton [metric ton]. ,., . f'l . PI . ..... . .., 09/09 01000-66 03-4122.F . ,.., . .., . Perform all calculations with the Department's Asphalt Plant - Pay Factor Worksheets (Form No. 675-030-22). ,., 334-8.2 Pay Factors: . 334-8.2.1 Two or Less Sublot Test Results: In the event that two or less sublot test results are available for a LOT, Pay Factors will be determined based on Table ,., 334-6, using the average of the accumulated deviations from the target value. (Deviations . are absolute values with no plus or minus signs.) Use the 1-Test column when there is only one sublot test result and use the 2-Tests column when there are two sublots. M . ,.., . ~ . " . '1 . ., . .., . ""1 . ,.., . i1 . .., . r"1 . ,..., . ,.., . ...., - lrable 334-6 Small Quantity Pay Table Pay Factor 1 Sublot Test Deviation 2 Sublot Test Average Deviation Asphalt Binder Content 1.05 0.00-0.23 0.00-0.16 1.00 0.24-0.45 0.17 -0.32 0.90 0.46-0.55 0.33-0.39 0.80 >0.55 >0.39 No.8 [2.36 mm] Sieve 1.05 0.00-2.25 0.00-1.59 1.00 2.26-4.50 1.60-3.18 0.90 4.51-5.50 3.19-3.89 0.80 >5.50 >3.89 No. 200 [75 .um] Sieve 1.05 0.00-0.55 0.00-0.39 1.00 0.56-1.10 0.40-0.78 0.90 1.11-1.50 0.79-1.06 0.80 > 1.50 > 1.06 Air Voids (Coarse Mixes) 1.05 0.00-0.55 0.00-0.39 1.00 0.56-1.10 0.40-0.78 0.90 1.11-2.00 0.79-1.41 0.80 2.01-2.25 1.42-1.59 0.70 2.26-2.50 1.60-1.77 0.55 >2.50 > 1.77 Air Voids (Fine Mixes) 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.90 1.01-1.70 0.72-1.20 0.80 1 .71-2.00 1.21-1.41 0.70 2.01-2.50 1.42-1.77 0.55 >2.50 > 1.77 Density (Coarse Mixes) Note (1 ) 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.95 1.01-1.50 0.72-1.06 0.90 > 1.50 > 1.06 Density (Fine Graded Mixtures) Note (1) 09/09 01000-67 03-4122.F .., . r-'I " . Table 334-6 Small Quantity Pay Table Pay Factor 1 Sublot Test Deviation 2 Sublot Test Average Deviation 1.05 0.00-0.50 0.00-0.35 1.00 0.51 -1 .00 0.36-0.71 0.95 1.01-2.00 0.72-1.41 0.90 2.01-3.00 1.42-2.12 0.80 >3.00 >2.12 Notes: (1) Each density test result is the average of five cores. The target density for coarse mixes is 94.50 percent of Gmm. The target density for fine mixes is 93.00 percent of Gmm (92.00 percent when compaction is limited to the static mode as defined in Note 1 0 Table 334-7) . " I rr . .., . r, . 334-8.2.2 Three or More Sublot Test Results: When three or more sublot test results are available for a LOT, the variability-unknown, standard deviation method will be used to determine the estimated percentage of the LOT that is within specification limits. The number of significant figures used in the calculations will be in accordance with requirements of AASHTO R 11-82 (2002), Absolute Method. 334-8.2.2.1 Percent Within Limits: The percent within limits (PWL) and Pay Factors for the LOT will be calculated as described below. Variables used in the calculations are as follows: ,., . " . . x = individual test value (sublot) n number of tests (sublots) s sample standard deviation L(x2) summation of squares of individual test values (LX)2 = summation of individual test values squared Qu upper quality index USL = upper specification limit (target value plus upper specification limit from Table 334-7) QL = lower quality index LSL = lower specification limit (target value minus lower specification limit from Table 334-7) Pu = estimated percentage below the USL PL = estimated percentage above the LSL .., . ,., ,., . .., . "i . (1) Calculate the arithmetic mean (X )of the test values: ,.., . - Ix x=- n r'1 . (2) Calculate the sample standard deviation (s): r, . s= n I(x2)-(IxY n(n -1) 1"""1 . ,.., 09/09 01000-68 03-4122.F . ..., . ,..., . (3) Calculate the upper quality index (Qu): ,., . Qu = USL - X s ,.., . (4) Calculate the lower quality index (Qd: " . QL = X - LSL s ..., . (5) From Table 334-8, determine the percentage of work below the USL (Pu). (6) From Table 334-8, determine percentage of work above the LSL (Pd Note: If USL or LSL is not specified; percentages within (USL or LSL) will be 100. (7) If Qu or QL is a negative number, then calculate the percent within limits for Qu or QL as follows: enter Table 334-8 with the positive value of Qu or QL and obtain the corresponding percent within limits for the proper sample size. Subtract this number from 100.00. The resulting number is the value to be used in the next step (Step 8) for the calculation of quality level. (8) Calculate the percent within limits (PWL) = (Pu + Pd - 100 (9) Calculate the Pay Factor (PF) for each quality characteristic using the equation given in 334-8.2.2.2. ,.., . ,., . , . ,..., . Table 334-7 Specification Limits Quality Characteristic Specification Limits Passing No.8 [2.36 mm] sieve ( percent) Target :t 3.1 Passing No. 200 [75 J.lm] sieve ( percent) Target :t 1.0 Asphalt Content ( percent) Target :t 0.40 Air Voids - Coarse Mixes ( percent) 4.00 :t 1.40 Air Voids - Fine Mixes ( percent) 4.00 :t 1.20 Density - Coarse Mixes ( percent of Gmm): 94.50 :t 1.30 Density - Fine Mixes ( percent of Gmm): 93.00 + 2.00, - 1.20 (1) Note (1): If the Engineer (or Contract Documents) limits compaction to the static mode only, the specification limits are as follows: 92.00 + 3.00, -1.20. No additional compensation, cost or time, shall be made. r, . ,..., . " I . ,., . ,.., . iTable 334-8 Percent Within Limits Quality Index Percent within Limits for Selected Sample Size n = 3 n = 4 n = 5 n = 6 0.00 50.00 50.00 50.00 50.00 0.05 51.38 51.67 51.78 51.84 0.10 52.76 53.33 53.56 53.67 0.15 54.15 55.00 55.33 55.50 0.20 55.54 56.67 57.10 57.32 .., . ,., . I I . - 09/09 01000-69 03-4122.F - I'"l . .., . ,..., . ,., . r'II . 1"1 . I I I ,., . .., . I'"l . ,..., . ,., . .., . ,., . ,.., . ..... . ,.., - Table 334-8 Percent Within Limits Quality Index Percent within Limits for Selected Sample Size n = 3 n = 4 n = 5 n = 6 0.25 56.95 58.33 58.87 59.14 0.30 58.37 60.00 60.63 60.94 0.35 59.80 61.67 62.38 62.73 0.40 61.26 63.33 64.12 64.51 0.45 62.74 65.00 65.84 66.27 0.50 64.25 66.67 67.56 68.00 0.55 65.80 68.33 69.26 69.72 0.60 67.39 70.00 70.95 71.41 0.65 69.03 71.67 72.61 73.08 0.70 70.73 73.33 74.26 74.71 0.75 72.50 75.00 75.89 76.32 0.80 74.36 76.67 77.49 77.89 0.85 76.33 78.33 79.07 79.43 0.90 78.45 80.00 80.62 80.93 0.95 80.75 81.67 82.14 82.39 1.00 83.33 83.33 83.64 83.80 1.05 86.34 85.00 85.09 85.18 1.10 90.16 86.67 86.52 86.50 1.15 97.13 88.33 87.90 87.78 1.20 100.00 90.00 89.24 89.01 1.25 100.00 91.67 90.54 90.19 1.30 100.00 93.33 91.79 91.31 1.35 1 00.00 95.00 92.98 92.37 1.40 1 00.00 96.67 94.12 93.37 1.45 100.00 98.33 95.19 94.32 1.50 100.00 1 00.00 96.20 95.19 1.55 100.00 1 00.00 97.13 96.00 1.60 1 00.00 100.00 97.97 96.75 1.65 100.00 100.00 98.72 97.42 1.70 1 00.00 100.00 99.34 98.02 1.75 100.00 100.00 99.81 98.55 1.80 100.00 1 00.00 100.00 98.99 1.85 100.00 100.00 100.00 99.36 1.90 100.00 100.00 100.00 99.65 1.95 100.00 1 00.00 100.00 99.85 09/09 01000-70 03-4122.F ,.., . ., . .., . .., . .., . 'I . .., . 1"1 . r""\ . q . .., . r"1 . .., . .., . ,.., . ., . ,.., . ,.., . ...... - Table 334-8 Percent Within Limits Quality Index Percent within Limits for Selected Sample Size n = 3 n = 4 n = 5 In = 6 2.00 1 00.00 100.00 100.00 99.97 2.05 100.00 1 00.00 100.00 1 00.00 2.10 100.00 1 00.00 100.00 1 00.00 2.15 100.00 1 00.00 100.00 100.00 2.20 100.00 1 00.00 1 00.00 100.00 2.25 1 00.00 100.00 1 00.00 100.00 2.30 1 00.00 100.00 100.00 1 00.00 2.35 1 00.00 100.00 100.00 100.00 2.40 1 00.00 100.00 1 00.00 1 00.00 2.45 100.00 1 00.00 1 00.00 1 00.00 2.50 100.00 100.00 100.00 100.00 2.55 100.00 100.00 100.00 1 00.00 2.60 1 00.00 100.00 1 00.00 1 00.00 2.65 1 00.00 1 00.00 1 00.00 100.00 334-8.2.2.2 Pay Factors (PF): Pay Factors will be calculated by using the following equation: Pay Factor = (55 + 0.5 x PWL) / 100 The PWL is determined from Step (8) of 334-8.2.2.1. 334-8.3 Composite Pay Factor (CPF): A Composite Pay Factor for the LOT will be calculated based on the individual Pay Factors (PF) with the following weighting applied: 35 percent Density (D). 25 percent Air Voids (Va), 25 percent asphalt binder content (Pb), 10 percent Passing No. 200 [75 Jim] (P-200) and 5 percent Passing No.8 [2.36 mm] (8). Calculate the CPF by using the following formula: CPF = [(0.350 x PF D) + (0.250 x PF Va) + (0.250 x PF Pb) + (0.100 x PF P-200) + (0.050 x PF P-8)] Where the Pay Factor (PF) for each quality characteristic is determined in either 334-8.2.1 or 334-8.2.2, depending on the number of sublot tests. Note that the number after each multiplication will be rounded to the nearest 0.01 . The pay adjustment shall be computed by multiplying the Composite Pay Factor for the LOT by the bid price per ton [metric ton]. 334-8.4 Payment: Payment will be made under: Item No. 334- 1- Superpave Asphaltic Concrete - per ton. Item No. 2334- 1- Superpave Asphaltic Concrete - per metric ton. 09/09 01 000- 71 03-4122.F ..., . .., . 337 ASPHALT CONCRETE FRICTION COURSES. (REV 6-13-05) (FA 7-26-05) (1-06) .., . SECTION 337 (Pages 269-278) is deleted and the following substituted: ,..., . SECTION ASPHALT CONCRETE FRICTION COURSES 337 , . 337-1 Description. Construct an asphalt concrete friction course pavement with the type of mixture specified in the Contract, or when offered as alternates, as selected. This Section specifies mixes designated as FC-5, FC-9.5, and FC-12.5. Meet the plant and equipment requirements of Section 320, as modified herein. Meet the general construction requirements of Section 330, as modified herein. n . I""J . , 337-2 Materials. 337-2.1 General Requirements: Meet the requirements specified in Division III as modified herein. The Engineer will base continuing approval of material sources on field performance. 337-2.2 Asphalt Binder: Meet the requirements of Section 336, and any additional requirements or modifications specified herein for the various mixtures. When called for in the Contract Documents, use a PG 76-22 asphalt binder meeting the requirements of 916-1. For projects with a total quantity of FC-5, FC-9. 5, or FC-12. 5 less than 500 tons [500 metric tons], the Contractor may elect to substitute a PG 76-22 for the ARB-12 or ARB-5, meeting the requirements of 916-1 . 337-2.3 Coarse Aggregate: Meet the requirements of Section 901, and any additional requirements or modifications specified herein for the various mixtures. 337-2.4 Fine Aggregate: Meet the requirements of Section 902, and any additional requirements or modifications specified herein for the various mixtures. 337-2.5 Hydrated Lime: Meet the requirements of AASHTO M303 Type 1. Provide certified test results for each shipment of hydrated lime indicating compliance with the specifications. 337-2.6 Fiber Stabilizing Additive (Required for FC-5 only): Use either a mineral or cellulose fiber stabilizing additive. Meet the following requirements: 337-2.6.1 Mineral Fibers: Use mineral fibers (made from virgin basalt, diabase, or slag) treated with a cationic sizing agent to enhance the disbursement of the fiber, as well as to increase adhesion of the fiber surface to the bitumen. Meet the following requirements for physical properties: 1 . Size Analysis Average fiber lengthO.25 inch [6.0 mm] (maximum) Average fiber thickness...0.0002 inch [0.005 mm] (maximum) 2. Shot Content (ASTM C612) Percent passing No. 60 [250 11m] Sieve 90 - 100 Percent passing No.230 [63 11m] Sieve. 65 - 100 Provide certified test results for each batch of fiber material indicating compliance with the above tests. 337-2.6.2 Cellulose Fibers: Use cellulose fibers meeting the following r, . . ., . .., . I"") . -, . ,., I ., . ,., . ., . ..., requirements: . .-. 09/09 01000-72 03-4122.F - ,., . ..., . 1. Fiber length ............. 0.25 inch [6.0 mm] (maximum) 2. Sieve Analysis a. Alpine Sieve Method Percent passing No.1 00 [150 /lm] sieve60-80 b. Ro-Tap Sieve Method Percent passing No. 20 [850/lm] sieve80-95 Percent passing No. 40 [425/lm] sieve45-85 Percent passing No.1 00 [1 50/lm sieve5-40 3. Ash Content: ................... 18% non-volatiles (:t 5%) 4. pH: .................................................... 7.5 (:t 1.0) 5. Oil Absorption:......... 5.0 (:t 1.0) (times fiber weight) 6. Moisture Content: ...........................5.0 (maximum) Provide certified test results for each batch of fiber material indicating compliance with the above tests. ,..., . -, . ,.., . .., . .., . 337-3 General Composition of Mixes. 337-3.1 General: Use a bituminous mixture composed of aggregate (coarse, fine, or a mixture thereof), asphalt rubber binder, and in some cases, fibers and/or hydrated lime. Size, uniformly grade and combine the aggregate fractions in such proportions that the resulting mix meets the requirements of this Section. The use of RAP material will not be permitted. 337-3.2 Specific Component Requirements by Mix: 337-3.2.1 FC-5: 337-3.2.1.1 Aggregates: Use an aggregate blend which consists of either 100% crushed granite or 100% crushed Oolitic limestone. In addition to the requirements of Section 901, meet the following coarse aggregate requirements. Use either crushed granite or crushed limestone. Use crushed limestone from the Oolitic formation, which contains a minimum of 12% non- carbonate material (as determined by FM 5-510), and has been approved for this use. In addition to the requirements of Section 902, meet the following fine aggregate requirements. Use either crushed granite screenings, or crushed Oolitic limestone screenings for the fine aggregate. 337-3.2.1.2 Asphalt Binder: Use an ARB-12 asphalt rubber binder. If called for in the Contract Documents, use a PG 76-22 asphalt binder. 337-3.2.1.3 Hydrated Lime: Add the lime at a dosage rate of 1.0% by weight of the total dry aggregate to mixes containing granite. 337-3.2.1.4 Fiber Stabilizing Additive: Add either mineral fibers at a dosage rate of 0.4% by weight of the total mix, or cellulose fibers at a dosage rate of 0.3% by weight of total mix. 337-3.2.2 FC-9.5 and FC-12.5: 337-3.2.2.1: Aggregates: In addition to the requirements of Sections 901 and 902, use coarse and fine aggregate components which also meet the aggregate requirements for an SP-9.5 or SP-12.5 Superpave mix, respectively, as specified in Section 334. Use an aggregate blend that consists of crushed granite, crushed Oolitic limestone, or a combination of the two. (Aggregates other than those listed above may be used if approved by the Engineer for use in friction courses.) Crushed limestone from the Oolitic formation may be used if it contains a minimum of 12% non- '1 . -. . .-, . ., . " . P1 . ..., . .., . .., . .., . .-, . ...., 09/09 01000-73 03-4122.F . " . .., .., . carbonate material as determined by FM 5-510 and the Engineer grants approval of the source prior to its use. As an exception, mixes that contain a minimum of 60% crushed granite may contain up to 40% fine aggregate from other approved sources. 337-3.2.2.2: Asphalt Binder: Use an ARB-5 asphalt rubber binder. If called for in the Contract, use a PG 76-22 asphalt binder. 337-3.3 Grading Requirements: 337-3.3.1 FC-5: Use a mixture having a gradation at design within the ranges shown in Table 337-1. . .., . ., . Table 337-1 FC-5 Gradation Design Range 3/4 inch 1/2 inch 3/8 inch No. 4No.8 No. 16 No. 30 No. 50 No. 100 No. 200 [19.0 [12.50 [9.50 [4.75 [2.36 [1.18 [600 :m] [300 :m] [150 :m] [75 :m] mm] mm] mm] mm] mm] mm] 100 85-100 55-75 15-25 5-10 -- -- n -- 2-4 .., . ,.., . 1"1 . 337-3.3.2 FC-9.5: Meet the design gradation requirements for a SP-9.5 Superpave fine mix as defined in 334-3.2.2. 337-3.3.3 FC-12.5: Meet the design gradation requirements for a SP-12.5 Superpave fine mix as defined in 334-3.2.2. '1 . ..., . 337 -4 Mix Design. 337-4.1 FC-5: The Department will design the FC-5 mixtures. Furnish the materials and all appropriate information (source, gradation, etc.) as specified in 334-3.2.7. The Department will have two weeks to design the mix. The Department will establish the design binder content for FC-5 within the following ranges based on aggregate type: 1'"1 . ,., . Aggregate Type Binder Content Crushed Granite 5.5 - 7.0 Crushed Limestone (Oolitic) 6.5 - 8.0 . 337-4.2 FC-9.5 and FC-12.5: Provide a mix design conforming to the requirements of 334-3.2 for Traffic Level C unless otherwise designated in the plans. Develop the mix design using an ARB-5 or PG 76-22 asphalt binder if called for in the Contract Documents. 337-4.3 Revision of Mix Design: For FC-5, FC-9.5 and FC-12.5, meet the requirements of 334-3.3. For FC-5, all revisions must fall within the gradation limits defined in Table 337-1. .., ,., . .., . ,..., 337-5 Contractor's Process Control. Provide the necessary process control of the friction course mix and construction in accordance with the applicable provisions of 330-2 and 334-4 for FC-5, and 330-2 and 334-4 for FC-9.5 and FC-12.5. The Engineer will monitor the spread rate periodically to ensure uniform thickness. Provide quality control procedures for daily monitoring and control of spread rate variability. If the spread rate varies by more than 5% of the spread rate set by the Engineer in accordance with 337-9, immediately make all corrections necessary to bring the spread rate into the acceptable range. ..., . ,.., . . .., 09/09 01000-74 03-4122.F . ,.., . r""I . 337-6 Acceptance of the Mixture. 337-6.1 FC-9.5 and FC-12.5: Meet the requirements of 334-5. 337-6.2 FC-5: Meet the requirements of 334-5 with the following exceptions: 1. The mixture will be accepted with respect to gradation (P-3/S, P-4, and P-s), and asphalt binder content (Pb) only. 2. Testing in accordance with AASHTO T312-04 and FM 1-T 209 (and conditioning prior to testing) will not be required as part of 334-5.1.1. 3. The standard LOT size of FC-5 will be 2,000 tons [2,000 metric tons], with each LOT subdivided into four equal sublots of 500 tons [500 metric tons] each. 4. Initial production requirements of 334-5.3 do not apply. 5. The Between-Laboratory Precision Values described in Table 334-5 are modified to include (P-3/S, P-4, and P-s) with a maximum difference per FM 1-T 030 (Figure 2). 6. Table 334-4 (Master Production Range) is replaced by Table 337-2. 7. The mixture will be accepted on the roadway with respect to surface tolerance in accordance with the applicable requirements of 334-5.8. No density testing will be required for these mixtures. r"J . r'l . .., . .., . ., . I' Table 337-2 FC-5 Master Production Range Characteristic Tolerance (1 ) Asphalt Binder Content (%) Target :t 0.60 Passing 3/8 inch [9.50 mm] Sieve (%) Target :t 7.50 Passing No.4 [4.75 mm] Sieve (%) Target :t 6.00 Passing No.8 [2.36 mm] Sieve (%) Target :t 3.50 (1) Tolerances for sample size of n = 1 from the verified mix design . , . ,., . .., . II 337-6.2.1 Individual Test Tolerances for FC-5 Production: In the event that an individual Quality Control test result of a sublot for gradation (P-3/S, P-4, and P-s), does not meet the requirements of Table 337-2, take steps to correct the situation and report them to the Engineer. In the event that two consecutive individual Quality Control test results for gradation (P-3/S, P-4, and P-s) or an individual test result for asphalt binder content does not meet the requirements of Table 337-2, the LOT will be automatically terminated and production of the mixture stopped until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test result in accordance with 334-5.9.5. . -, . ,., . ,., . 337-7 Special Construction Requirements. 337-7.1 Hot Storage of FC-5 Mixtures: When using surge or storage bins in the normal production of FC-5, do not leave the mixture in the surge or storage bin for more than one hour. 337 -7.2 Longitudinal Grade Controls for Open-Graded Friction Courses: On FC-5, use either longitudinal grade control (skid, ski or traveling stringline) or a joint matcher. 337-7.3 Temperature Requirements for FC-5: 337-7.3.1 Air Temperature at Laydown: Spread the mixture only when the r"'l . .., . ,.., . 09/09 01000-75 03-4122.F . ,..., . .., . air temperature (the temperature in the shade away from artificial heat) is at or above 650F [180C]. As an exception, place the mixture at temperatures lower than 650F [180C], only when approved by the Engineer based on the Contractor's demonstrated ability to achieve a satisfactory surface texture and appearance of the finished surface. In no case shall the mixture be placed at temperatures lower than 600F [160C]. 337-7.3.2 Temperature of the Mix: Heat and combine the asphalt rubber binder and aggregate in a manner to produce a mix having a temperature, when discharged from the plant, meeting the requirements of 330-6.3. Meet all requirements of 330-9.1.2 at the roadway. The target mixing temperature shall be established at 3200F [160oC]. 337-7.4 Compaction of FC-5: Provide two, static steel-wheeled rollers, with an effective compactive weight in the range of 135 to 200 PLI [2.4 to 3.6 kg/mm], determined as follows: ,., . .., . 1""1 . ,., . Non SI Units " . PLI = Total Weight of Roller (pounds) Total Width of Drums (inches) ,., . SI Units II . k~ = Total Weight of Roller (kilograms) mm Total Width of Drums (millimete rs) ., . ,., (Any variation of this equipment requirement must be approved by the Engineer.) Establish an appropriate rolling pattern for the pavement in order to effectively seat the mixture without crushing the aggregate. In the event that the roller begins to crush the aggregate, reduce the number of coverages or the PLI of the rollers. If the rollers continue to crush the aggregate, use a tandem steel-wheel roller weighing not more than 135 Ib/in (PLI) [2.4 kg/mm] of drum width. 337-7.5 Temperature Requirements for FC-9.5 and FC-12.5: 337-7.5.1 Air Temperature at Laydown: Spread the mixture only when the air temperature (the temperature in the shade away from artificial heat) is at or above 450F [70C]. 337-7.5.2 Temperature of the mix: Heat and combine the asphalt rubber binder and aggregate in a manner to produce a mix having a temperature, when discharged from the plant, meeting the requirements of 330-6.3. Meet all requirements of 330-9.1.2 at the roadway. 337-7.6 Prevention of Adhesion: To minimize adhesion to the drum during the rolling operations, the Contractor may add a small amount of liquid detergent to the water in the roller. At intersections and in other areas where the pavement may be subjected to cross-traffic before it has cooled, spray the approaches with water to wet the tires of the approaching vehicles before they cross the pavement. 337-7.7 Transportation Requirements of Friction Course Mixtures: Cover all loads of friction course mixtures with a tarpaulin. -, . . ,.., . ..., . .., . ,.., . ,.., . -. . ,..., 09/09 01000-76 03-4122.F - n . .., ,., . 337-8 Thickness of Friction Courses. 337-8.1 FC-12.5 and FC-9.5: The thickness of the friction course layer will be the plan thickness as shown in the Contract Documents. For construction purposes, the plan thickness will be converted to spread rate as defined in 334-1 .4. Plan quantities are based on a Gmm of 2.540, corresponding to a spread rate of 110 Ibs/yd2-in [23.6 kg/m211 0 mm]. Pay quantities will be based on the actual maximum specific gravity of the mix being used. 337-8.2 FC-5: The total thickness of the FC-5 layer will be the plan thickness as shown in the Contract Documents. For construction purposes, the plan thickness will be converted to spread rate based on the combined aggregate bulk specific gravity of the asphalt mix being used as shown in the following equation: Non-SI Units . ., . ,., . ..., . Spread rate (lbs/yd2) = t X Gsb x 40.5 " . Gsb t = Thickness (in.) (Plan thickness) Combined aggregate bulk specific gravity from the verified Where: .., . mix design SI Units .., Spread rate (kg/m2) = t x Gsb x 0.83 . .., . Gsb t = Thickness (mm) (Plan thickness) = Combined aggregate bulk specific gravity from the verified Where: mix design .., . The weight of the mixture shall be determined as provided in 320-2.2. Plan quantities are based on a Gsb of 2.635, corresponding to a spread rate of 80 Ibs/yd2 [44 kg/m2]. Pay quantities will be based on the actual combined aggregate bulk specific gravity (Gsb) of the mix being used. '"l . ~ 337-9 Special Equipment Requirements for FC-5. 337-9.1 Fiber Supply System: Use a separate feed system to accurately proportion the required quantity of mineral fibers into the mixture in such a manner that uniform distribution is obtained. Interlock the proportioning device with the aggregate feed or weigh system to maintain the correct proportions for all rates of production and batch sizes. Control the proportion of fibers to within plus or minus 10% of the amount of fibers required. Provide flow indicators or sensing devices for the fiber system, interlocked with plant controls so that the mixture production will be interrupted if introduction of the fiber fails. When a batch plant is used, add the fiber to the aggregate in the weigh hopper or as approved and directed by the Engineer. Increase the batch dry mixing time by 8 to 12 seconds, or as directed by the Engineer, from the time the aggregate is completely emptied into the pugmill. Ensure that the fibers are uniformly distributed prior to the addition of asphalt rubber into the pugmill. When a drum-mix plant is used, add and uniformly disperse the fiber with the aggregate prior to the addition of the asphalt rubber. Add the fiber in such a manner that it will not become entrained in the exhaust system of the drier or plant. 337-9.2 Hydrated lime Supply System: For FC-5 mixes containing granite, use a .., . .., . .., . .., . .., . . ,...... 09/09 01000-77 03-4122.F ... ,.., . .., . separate feed system to accurately proportion the required quantity of hydrated lime into the mixture in such a manner that uniform coating of the aggregate is obtained prior to the addition of the asphalt rubber. Add the hydrated lime in such a manner that it will not become entrained in the exhaust system of the drier or plant. Interlock the proportioning device with the aggregate feed or weigh system to maintain the correct proportions for all rates of production and batch sizes and to ensure that all mixture produced is properly treated with hydrated lime. Control the proportion of hydrated lime to within plus or minus 10% of the amount of hydrated lime required. Provide and interlock flow indicators or sensing devices for the hydrated lime system with plant controls so that the mixture production will be interrupted if introduction of the hydrated lime fails. The addition of the hydrated lime to the aggregate may be accomplished by Method (A) or (B) as follows: 337-9.2.1 Method (A) - Dry Form: Add hydrated lime in a dry form to the mixture according to the type of asphalt plant being used. When a batch plant is used, add the hydrated lime to the aggregate in the weigh hopper or as approved and directed by the Engineer. Increase the batch dry mixing time by eight to twelve seconds, or as directed by the Engineer, from the time the aggregate is completely emptied into the pug mill. Uniformly distribute the hydrated lime prior to the addition of asphalt rubber into the pugmill. When a drum-mix plant is used, add and uniformly disperse the hydrated lime to the aggregate prior to the addition of the asphalt rubber. Add the hydrated lime in such a manner that it will not become entrained in the exhaust system of the drier or plant. 337-9.2.2 Method (B) - Hydrated Lime/Water Slurry: Add the required quantity of hydrated lime (based on dry weight) in a hydrated lime/water slurry form to the aggregate. Provide a solution consisting of hydrated lime and water in concentrations as directed by the Engineer. Use a plant equipped to blend and maintain the hydrated lime in suspension and to mix it with the aggregates uniformly in the proportions specified. 337-9.3 Hydrated Lime Pretreatment: For FC-5 mixes containing granite, as an alternative to 337-10.2, pretreat the aggregate with hydrated lime prior to incorporating the aggregate into the mixture. Use a feed system to accurately proportion the aggregate and required quantity of hydrated lime, and mix them in such a manner that uniform coating of the aggregate is obtained. Control the proportion of hydrated lime to within :t 10% of the amount required. Aggregate pretreated with hydrated lime in this manner shall be incorporated into the asphalt mixture within 45 days of pretreatment. 337-9.3.1 Hydrated Lime Pretreatment Methods: Pretreat the aggregate using one of the following two methods: Pretreatment Method A - Dry Form: Add the required quantity of hydrated lime in a dry form to the aggregate. Assure that the aggregate at the time of preteatment contains a minimum of 3% moisture over saturated surface dry (SSD) conditions. Utilize equipment to accurately proportion the aggregate and hydrated lime and mix them in such a manner as to provide a uniform coating. Pretreatment Method B - Hydrated Lime/Water Slurry: Add the required quantity of hydrated lime (based on dry weight) in a hydrated lime/water slurry form to the aggregate. Provide a solution consisting of hydrated lime and water in a concentration to provide effective treatment. Use equipment to blend and maintain the hydrated lime in suspension, to accurately proportion the aggregate and hydrated lime/water slurry, and to mix them to provide a uniform coating. ..., . 1"'1 . ,., . 1"'1 . n . I' . ., . ,., . r"l . 1"1 . .., . .., . .., . ,., . ,..., . . .... 09/09 01000-78 03-4122.F . ____ __I ,.., . ..., . 337-9.3.2 Blending Quality Control Records: Maintain adequate Quality Control records for the Engineer's review for all pretreatment activities. Include as a minimum the following information (for each batch or day's run of pretreatment): pretreatment date, aggregate certification information, certified test results for the hydrated lime, aggregate moisture content prior to blending, as-blended quantities of aggregate and hydrated lime, project number, customer name, and shipping date. 337-9.3.3 Certification: In addition to the aggregate certification, provide a certification with each load of material delivered to the HMA plant, that the material has been pretreated in conformance with these specifications. Include also the date the material was pretreated. ..., . ..., . " . ., . 337-10 Failing Material. Meet the requirements of 334-5.9. For FC-5, use the Master Production Range defined in Table 337-2 in lieu of Table 334-4. r""J . 337-11 Method of Measurement. For the work specified under this Section (including the pertinent prOVISIons of Sections 320 and 330), the quantity to be paid for will be the weight of the mixture, in tons [metric tons]. The pay quantity will be based on the average spread rate for the project, limited to a maximum of 1 05 % of the spread rate set by the Engineer in accordance with 337-8. The bid price for the asphalt mix will include the cost of the asphalt binder (asphalt rubber (or polymer), asphalt cement, ground tire rubber, anti-stripping agent, blending and handling) and the tack coat application as directed in 300-8, as well as fiber stabilizing additive and hydrated lime (if required). There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix. The weight will be determined as provided in 320-2 (including the provisions for the automatic recordation system) . Prepare a Certification of Quantities, using the Department's current approved form, for the certified asphalt concrete friction course pay item. Submit this certification to the Engineer no later than Twelve O'clock noon Monday after the estimate cut-off or as directed by the Engineer, based on the quantity of asphalt produced and accepted on the Contract. The certification must include the Contract Number, FPID Number, Certification Number, Certification Date, period represented by Certification and the tons [metric tons] produced for each asphalt pay item. .... . ..., . .., . r-, . .., . ,.., . ,., . 337-12 Basis of Payment. 337-12.1 General: Price and payment will be full compensation for all the work specified under this Section (including the applicable requirements of Sections 320 and 330). Based upon the quality of the material, a pay adjustment will be applied to the bid price of the material as determined on a LOT by LOT basis. The pay adjustment will be assessed by calculating a Pay Factor for individual quality characteristics. The pay adjustment will be computed by multiplying a Composite Pay Factor for the LOT by the bid price per ton [metric ton]. Perform all calculations with the Department's Asphalt Plant - Pay Factor Worksheets (Form No. 675-030-22). 337-12.2 FC-9.5 and FC-12.5: Meet the requirements of 334-8. 337-12.3 FC-5: Meet the requirements of 334-8 with the following exceptions: II . .., . ,., . .... . ..., . 09/09 01000-79 03-4122.F ..., . ., . 1. Pay factors will be calculated for asphalt binder content and the percentages passing the 3/8 inch [9.50 mmL the No.4 [4.75 mmL and the No.8 ., [2.36 mm] sieves only. . 2. Table 337-3 replaces Table 334-6. 3. Table 337-4 replaces Table 334-7. ..., 4. The Composite Pay Factor equation In 334-8.3 is replaced with the . following: ..., CPF = [(0.20 x PF 3/8 inch [9.50 mm]) + (0.30 x PF No.4 . [4.75 mm]) + (0.10 x PF No.8 [2.36 mm]) + (0.40 x PF AC)] .., . Table 337-3 Small Quantity Pay Table for FC-5 Pay Factor 1-Test Deviation 2-Test Average Deviation Asphalt Binder Content (%) 1.00 0.00-0.50 0.00-0.35 0.90 0.5 1 -0.60 0.36-0.42 0.80 >0.60 >0.42 3/8 inch [9.50 mm] Sieve (%) 1.00 0.00-6.50 0.00-4.60 0.90 6.51-7.50 4.61-5.30 0.80 >7.50 >5.30 No.4 [4.75 mm] Sieve (%) 1.00 0.00-5.00 0.00-3.54 0.90 5.01-6.00 3.55-4.24 0.80 >6.00 >4.24 No.8 [2.36 mm] Sieve (%) 1.00 0.00-3.00 0.00-2.12 0.90 3.01-3.50 2.13-2.47 0.80 >3.50 > 2.47 ..., . 1"1 . ., . ..., . 1"'1 . " . .., Table 337-4 Specification Limits for FC-5 Quality Characteristic Specification Limits Asphalt Binder Content (%) Target :t 0.45 Passing 3/8 inch [9.50 mm] sieve (%) Target + 6.00 Passing No.4 [4.75 mm] sieve (%) Target:t 4.50 Passing No.8 [2.36] sieve (%) Target:t 2.50 ,., . . ..., . . 337-12.4 Payment: Payment will be made under: Item No. 337- 7- Asphaltic Concrete Friction Course -per ton. Item No. 2337- 7- Asphaltic Concrete Friction Course -per metric ton. ..., I' . ,.., . II . 09/09 01000-80 03-4122.F ,..., . ,.., . 338 VALUE ADDED ASPHALT PAVEMENT. (REV 2-25-05) (FA 6-21-05) (1-06) ..., . PAGE 278. The following new Section is added after Section 337. ,., . SECTION VALUE ADDED ASPHALT PAVEMENT 338 ..., . 338-1 Description. Construct Value Added Asphalt Pavement consisting of Asphalt Concrete Structural Course and Asphalt Concrete Friction Course, subject to a three year warranty period. For purposes of this Specification, Warranty" shall mean the Responsible Party, as designated herein, is responsible for performance of the Value Added Asphalt Pavement for a period of three years after final acceptance of the Contract in accordance with 5-11, including continued responsibility for performing all remedial work associated with pavement distresses exceeding threshold values determined in accordance with 338-5, and as to which notice was provided to the Responsible Party within the three-year warranty period. The work specified in this Section will not be paid for directly, but will be considered as incidental to other asphalt pay items. ., . "1 . r"'l . .., . 338-2 Materials and Construction Requirements. Meet the requirements of the following: Hot Bituminous Mixtures - Plant, Methods and Equipment...... Section 320 Hot Bituminous Mixtures - General Construction Requirements Section 330 Superpave Asphalt Concrete.............................................. Section 334 Asphalt Concrete Friction Courses...................................... Section 337 ,.., . ..., . .., . 338-3 Responsible Party. Prior to any Value Added Asphalt Pavement being placed on the project, the Contractor shall designate a Responsible Party to accept responsibility for maintaining the Value Added Asphalt Pavement, when remedial work is required. When the scope of the asphalt work is only milling and resurfacing, and there is no construction of the embankment, subgrade or base below the pavement included in the Contract, the Responsible Party may be either the Contractor or the Department approved subcontractor performing the Value Added Asphalt Pavement work. When the construction of the embankment, subgrade or base below the pavement is included in the Contract, in addition to the construction of the Asphalt Concrete Structural Course and Asphalt Concrete Friction Course, the Contractor shall be considered as the Responsible Party. When the Responsible Party is a subcontractor, the subcontractor must be pre- qualified with the Department in the category of asphalt, and such designation must be made to the Department by the Contractor. The proposed subcontractor must execute and deliver to the Department a form, provided by the Department, prior to or concurrent with the Contractor's request to sublet any Value Added Asphalt Pavement work, stipulating that the subcontractor assumes all responsibility as the. Responsible Party for the Value Added Asphalt Pavement within the three-year warranty period. Failure to timely designate the Responsible Party will result in the Contractor being the Responsible Party unless otherwise agreed to in writing by the Department. ,., . ,., . ,.., . ..., . 1"'1 . .., . .., 09/09 01000-81 03-4122.F - r"1 . .., . Upon final acceptance of the Contract in accordance with 5-11, the Contractor's responsibility for maintenance of all the work or facilities within the project limits of the Contract will terminate in accordance with 5-11; with the sole exception that the obligations set forth in this Section for Value Added Asphalt Pavement will continue thereafter to be the responsibility of the Responsible Party as otherwise provided in this Section. r'1 . .., . 1""1 . 338-4 Statewide Disputes Review Board. The Statewide Disputes Review Board In effect for this Contract will resolve any and all disputes that may arise involving administration and enforcement of this Specification. The Responsible Party and the Department acknowledge that use of the Statewide Disputes Review Board is required, and the determinations of the Statewide Disputes Review Board for disputes arising out of this Specification will be binding on both the Responsible Party and the Department, with no right of appeal by either party. Meet the requirements of 8-3. ,., . ..., . ,.., . 338-5 Pavement Evaluation and Remedial Work. 338-5.1 General: The Department's Flexible Pavement Condition Survey Program, along with observations by the Engineer, will be used as the basis for determining the extent and the magnitude of the pavement distresses occurring on the project. For evaluation purposes, the project will be subdivided into LOTs of 0.1 mile per lane. The Department may conduct a LOT-by-LOT Pavement Condition Survey of the value added pavement following the final acceptance of the project, and at intermediate times throughout the warranty period. The final survey, if determined by the Engineer to be necessary, will be conducted no later than 45 calendar days before the end of warranty period. All surveys will be conducted at no cost to the Responsible Party. The Responsible Party will be advised if/when the Department believes remedial action is required and conducts a LOT by LOT Pavement Condition Survey. The results of the survey will be made available to the Responsible Party within 15 calendar days after completion of the survey. If the survey findings, intermediate or final, are to be disputed by the Responsible Party, written notification must be provided to the Engineer within 30 calendar days of the date of receipt of the survey. During the warranty period, the Responsible Party may monitor the project using nondestructive procedures. The Responsible Party shall not conduct any cOring, milling or other destructive procedures without prior approval by the Engineer. 338-5.2 Category 1 Pavement: For purposes of this Specification, "Category 1 Pavement" is defined as mainline roadways, access roads and frontage roads with a design speed 50 mph and greater; approach transition and merge areas at toll booths; ramps; acceleration and deceleration lanes (including tapers); and turn lanes. Threshold values and associated remedial work for Category 1 Value Added Asphalt Pavement are specified in Table 338-1 . ..., . ., . .., . ..., . " . ,.., . .., . ,.., . ~ . .., . .., 09/09 01000-82 03-41 22.F . .., . f""'l . , . ., . ., . ., . ,.., . .., . ,., . ..., . ., . P"'1 . .., . ..., . ,.., . ,., . ,.., . r1 . .., - TABLE 338-1 Category 1 Condition Survey Type of Threshold Values for Type of Survey Each LOT (0.1 Mile) Remedial Work Distress per Lane. Depth:::; 0.25 inch None required Rutting III Any Survey Remove and replace the distressed Depth> 0.25 inch LOT(s) to the full depth of all layers, and to the full lane width 121 Remove and replace the friction Ride (31 Any Survey RN < 3.70 course for the full length and the full lane width of the distressed LOT(s) Cumulative length of Remove and replace the distressed Cracking (41 Any Survey cracking > 30 feet LOT(s) to the full depth of all layers, for Cracks > and to the full lane width (5) 1/8 inch Remove and replace the distressed Individual length area(s) to the full distressed depth Raveling ;;::: 10 feet. and the full lane width, for the full and/or distressed length plus 50' on each Delamination Any Survey end affecting the Patch the distressed area(s) to the Friction Individual length ull distressed depth and to a Course (6) < minimum surface area of 150% of 10 feet. each distressed area, subject to performance at final survey (7) Remove and replace the distressed area(s) to the full distressed depth, and to a minimum surface area of 150% of each distressed area OR Pot holes and Observation by !temporarily patch the distressed Slippage Any Survey area(s) AND, prior to the final Area(s) (6) Engineer survey, remove and replace the distressed area(s) to the full distressed depth, and to a minimum surface area of 150% of each distressed area Loss of surface extu re due to Remove and replace the distressed Bleeding 181 Any Survey excess asphalt, area(s) to the full distressed depth, individual length and to a minimum surface area of ;;:::10 feet and 150% of each distressed area ;;::: 1 foot. in width. 09/09 01000-83 03-4122.F .., . ,.., . TABLE 338-1 Category 1 Condition Survey ., . Type Distress of Threshold Values for lType of Survey Each LOT (0.1 Mile) Remedial Work per Lane. (11 Rutting: Rut depth to be determined by Laser Profiler in accordance with the FlexiblE Pavement Condition Survey Handbook. For any LOT that cannot be surveyed by Laser Profiler, rut depth to be determined manually in accordance with the Flexible Pavemen Condition Survey Handbook, except the number of readings per LOT will be one every 50 feet (Minimum of three measurements), using a 0.30 inch threshold value. (2) Remedial Work for Rutting: The Contractor may propose removal and replacement 0 less than the full depth of all layers by preparation and submittal of a signed and sealed engineering analysis report, demonstrating the actual extent of the distressed area(s). Remedial work must be performed in accordance with Table 338-1 unless the Engineer approves the proposal. (31 Ride: Ride Number (RN) to be established by Laser Profiler in accordance with FM 5-549. As a condition of project final acceptance in accordance with 5-11, correct all deficiencies in accordance with acceptance criteria for pavement smoothness in accordance with 330- 12.6. (41 Cracking: Beginning and ending of 118 inch cracking will be determined as the average of three measurements taken at one foot intervals. The longitudinal construction joint a1, he lane line will not be considered as a crack. (5) Remedial Work for Cracking: The Contractor may propose removal and replacement 01 less than the full depth of all layers by preparation and submittal of a signed and sealed engineering analysis report, demonstrating the actual extent of the distressed area(s). Remedial work must be performed in accordance with Table 338-1 unless the Engineer approves the proposal. (6) Raveling, Delamination, Pot holes, Slippage: As defined and determined by the Engineer in accordance with the examples displayed at the following URL: www.dot.state.fl.us/specificationsoffice/pavement.htm (7) Patched Areas: At the time of final survey, patched areas must be performing to the satisfaction of the Engineer. If the Engineer determines patched areas are not performing satisfactorily, remove and replace the distressed area(s) to the full distressed depth, and to a minimum surface area of 150% of each distressed area. (8) Bleeding: Bleeding to be determined as defined and determined by the Engineer in accordance with the examples displayed at the following URL: www.dot.state.fl.us/specificationsoffice/pavement.htm .., . 11 . -. . ., . I"") . 1'1 . rr . .., . n . .., . r'1 . ,., 338-5.3 Category 2 Pavement: For purposes of this Specification, "Category 2 Pavement" is defined as mainline roadways, access roads and frontage roads with a design speed less than 50 mph; parking areas; rest areas; weigh stations; and agricultural inspection stations. Threshold values and associated remedial work for Category 2 Value Added Asphalt Pavement are specified in Table 338-2. . ,., . .., . TABLE 338-2 Category 2 Condition Survey ., .. .., . 09/09 01000-84 03-4122.F ..., . ..., . ,., . -, . M . r-, . 'i . I 1 . ,., . .., . ,., . ,.., . ,., . ., . , . r, . r"1 . .... . ..., . Type of Type of Survey Threshold Remedial Work Distress Values Automated See Table 338-1 See Table 338-1 Measurement Rutting Manual Depth > 0.4 Remove and replace 1.5 inch the full Measurement (1) inch lane width for the area plus 50 feet with rutting equal to or greater than 0.4 inch. Cumulative length 0 Cracking Any Survey cracking > 300 See Table 338-1 eet for Cracks > 1/8 inch Surface Any Survey See Table 338-1 See Table 338-1 Deterioration (2) (11 Rutting: Rut depth to be determined manually in accordance with the Flexible Pavemen Condition Survey Handbook, with readings taken at 20 foot spacing over the distressed area. An area will be deficient when the average of three consecutive readings exceeds 0.4 inch. (2) Surface Deterioration: As used in Table 338-2, Surface Deterioration includes Raveling and/or Delamination affecting the Friction Course, Pot holes, Slippage Area(s), Segregated Area(s) and Bleeding; all as defined and footnoted in Table 338-1. 338-5.4 Category 3 Pavement: For purposes of this Specification, "Category 3 Pavement" is defined as median crossovers and shoulders. Threshold values and associated remedial work for Category 3 Value Added Asphalt Pavement are specified in Table 338-3. TABLE 338-3 Category 3 Condition Survey Type of Type of Survey Irhreshold Remedial Work Distress Values Rutting N/A N/A N/A Cumulative length 0 Cracking Any Survey cracking > 500 See Table 338-1 feet for Cracks > 1/8 inch Surface Any Survey See Table 338-1 See Table 338-1 Deterioration (1) (1) Surface Deterioration: As used in Table 338-3, Surface Deterioration includes Raveling and/or Delamination affecting the Friction Course, Pot holes, Slippage Area(s), Segregated Area(s) and Bleeding; all as defined and footnoted in Table 338-1. 338-5.5 Remedial Work: During the warranty period, the Responsible Party will perform all necessary remedial work described within this Section at no cost to the Department. Should an impasse develop in any regard as to the need for remedial work or 09/09 01000-85 03-4122.F r""l . .., . .., . ,., . "'1 . .., . " . ,., . r'1 . ,., . .., . M . .., . .., . .., . ,.., . ..., . ,.., . r"1 . the extent required, the Statewide Disputes Review Board will render a final decision by majority vote. Remedial work will not apply if anyone of the following factors is found to be beyond the scope of the Contract: a. Determination that the pavement thickness design is deficient. The Department will make available a copy of the original pavement thickness design package and design traffic report to the Responsible Party upon request. b. Determination that the Accumulated ESALs (Number of 18 Kip Equivalent Single Axle Loads in the design lane) have increased by 25 % or more over the Accumulated ESALs used by the Department for design purposes for the warranty period. In calculating ESALs, the Average Annual Daily Traffic (AADT) will be obtained from the Department's traffic count data and the T24 (Percent Heavy Trucks during a 24 hour period) will be obtained from the Department's traffic classification survey data. c. Determination that the deficiency was due to the failure of the existing underlying layers that were not part of the Contract work. d. Determination that the deficiency was the responsibility of a third party or its actions, unless the third party was performing work included in the Contract. If a measured distress value indicates remedial action is required per Table 338-1, Table 338-2 and/or Table 338-3, the Responsible Party must begin remedial work within 45 calendar days of notification by the Department or a ruling of the Statewide Disputes Review Board. The Disputes Review Board will determine the allowable duration for the completion of the remedial work, but not to exceed 6 months. However, after each survey, if the Department determines the extent and magnitude of pavement distresses in any areas will not affect the traffic safety, strength of pavement structure or highway aesthetics, the Engineer, at his sole option, may defer the remedial work associated with the pavement distresses. In the event remedial action is necessary and forensic information is required to determine the source of the distress, the Department may core and/or trench the pavement. The Responsible Party will not be responsible for damages to the pavement as a result of any forensic activities conducted by the Department. As applicable to distress criteria for rutting, ride and cracking for Category 1 and Category 2 pavements, when two LOTs requiring remedial action are not separated by three or more LOTs that otherwise require no remedial action, the remedial work shall be required for the total length of all such contiguous LOTs, including the intermediate LOTs otherwise requiring no remedial action. Additionally, for Category 1 and Category 2 pavements, where the limits of remedial action are defined as 150% of the distressed area, and where such areas of remedial action required due to rutting, raveling, cracking, slippage or bleeding are not separated by 1,000 feet, the remedial work will be required for the entire area contiguous to the distressed areas, including intermediate areas otherwise requiring no remedial action. The Responsible Party has the first option to perform all remedial work that is determined by the Department to be their responsibility. If, in the opinion of the Engineer, the problem poses an immediate danger to the traveling public and the Responsible Party cannot begin remedial work within 72 hours of written notification, the Engineer has the authority to have the remedial work performed by other forces. The Responsible Party is responsible for all incurred costs of the work performed by other forces should the problem (remedial work) be determined to be the responsibility of the 09/09 01000-86 03-4122.F - . ..., .., Responsible Party. Remedial work performed by other forces does not alter any of the requirements, responsibilities or obligations of the Responsible Party. The Responsible Party must complete all remedial work to the satisfaction of the Engineer. Any disputes regarding the adequacy of the remedial work will be resolved by the Statewide Disputes Review Board. Approval of remedial work does not relieve the Responsible Party from continuing responsibility under the provisions of this Specification. Notify the Engineer in writing prior to beginning any remedial work. Meet the requirements of the Department's Standard Specifications for Road and Bridge Construction and implemented modifications thereto when performing any remedial work. Perform all signing and traffic control in accordance with the current edition of the Department's Design Standards for Design, Construction, Maintenance and Utility Operations on the State Highway System. Provide Maintenance of Traffic during remedial work at no additional cost to the Department. Lane closure restrictions listed in the original Contract will apply to remedial work. Written request(s) to obtain permission for lane c1osure(s) for either forensic investigation or remedial work must be made to the Engineer 48 hours in advance of any lane closures. Do not perform any lane closures until written permission is given by the Engineer. If remedial work necessitates a corrective action to overlying asphalt layers, pavement markings, signal loops, adjacent lane(s), roadway shoulders, or other affected Contract work, perform these corrective actions using similar products at no additional cost to the Department. . . r"1 . f'1 . r"1 . " . ..., . .., . 338-6 Responsible Party's Failure to Perform. Should the Responsible Party fail to timely submit any dispute to the Statewide Disputes Review Board, fail to satisfactorily perform any remedial work, or fail to compensate the Department for any remedial work performed by the Department and determined to be the Responsible Party's responsibility in accordance with this Specification, the Department will suspend, revoke or deny the Responsible Party's certificate of qualification under the terms of Section 337.16(d)(2), Florida Statutes, for a minimum of 6 months or until the remedial work has been satisfactorily performed (or full and complete payment for remedial work performed by others made to the Department), whichever is longer. Should the Responsible Party choose to challenge the Department's notification of intent for suspension, revocation or denial of qualification and the Department's action is upheld, the Responsible Party will have its qualification suspended for an additional minimum of 6 months. The remedial work is not an obligation of the Contractor's bond required by Section 337.18, Florida Statutes. ..., . .., . r-1 . .., . r-1 . .., . ..., . ,.., . .., . ..., . 09/09 01000-87 03-4122.F ,.., . .. . 346 PORTLAND CEMENT CONCRETE. (REV 9-21-05) (FA 12-6-05) (7-06) .., . SECTION 346 (Pages 283-301) is deleted and the following substituted: ,.., . SECTION PORTLAND CEMENT CONCRETE 346 .., 346-1 Description. Use concrete composed of a mixture of portland cement, aggregate, water, and, where specified, admixtures, pozzolan and ground granulated blast furnace slag. Deliver the portland cement concrete to the site of placement in a freshly mixed, unhardened state. Obtain concrete from an approved concrete production facility meeting the production and Quality Control (QCl of concrete provisions of this Section and Chapter 9.2 of the Materials Manual Concrete Production Facilities Guidelines, which may be viewed at the following U RL: www.dot.state.fl.us/specificationsoffice/materialsmanual/section92. pdf . If the concrete production facility's approval is suspended, the Contractor is solely responsible to obtain the services of another approved concrete production facility or await the re-approval of the affected concrete production facility prior to the placement of any further concrete on the project. There will be no changes in the contract time or completion dates. Bear all delay costs and other costs associated with the concrete production facility approval or re-approval. . ...., . .-, . " . ,., . ~ . 346-2 Materials. 346-2.1 General: Meet the following requirements: Coarse Aggregate .............................................Section 901 Fine Agg reg ate * ............................................... Section 902 Portland Cement................... ..... ... .................... Section 921 Water................................ ............................. Section 923 Admixtu res...................................................... Section 924 Pozzolans and Slag........................................... Section 929 *Use only silica sand except as provided in 902-5.2.3. Do not use materials containing hard lumps, crusts or frozen matter, or that is contaminated with dissimilar material. 346-2.2 Types of Cement: Unless a specific type of cement is designated elsewhere, use Type I, Type IP, Type IS, Type IP (MS), Type II, or Type III cement in all classes of concrete. Use only the types of cements designated for each environmental condition in structural concrete. A mix design for a more aggressive environment may be substituted for a lower aggressive environmental condition. .., . r., . ..., . .., . ., I . ,., TABLE 1 BRIDGE SUPERSTRUCTURES Slightly Aggressive Moderately Extremely Aggressive Component Aggressive Environment Environment Environment Precast Superstructure Type I or Type III Type I or Type III with Type II with Fly Ash . 1""'1 . r-, . .., 09/09 01000-88 03-4122.F . .-. . ..., . ,., . .., . .., . .., . r'1 . .., . f"1 . ..., . ..., . r"'1 . ,., . ..., . .., . .., . 11 . " . .., . TABLE 1 BRIDGE SUPERSTRUCTURES Slightly Aggressive Moderately Extremely Aggressive Component Environment Aggressive Environment Environment and Prestressed Fly Ash and/or Slag, or Slag Elements Type II, Type IP, Type IS, or Type IP (MS) Type I with Fly Ash Cast In Place Type I and/or Slag, Type II, Type II with Fly Ash Type IP, Type IS, 01 or Slag Type IP (MS) BRIDGE SUBSTRUCTURE, DRAINAGE STRUCTURES AND OTHER STRUCTURES Slightly Aggressive Moderately Extremely Aggressive Component Aggressive Environment Environment Environment Type I with Fly Ash All Elements Type I or Type III and/or Slag, Type II, Type II with Fly Ash Type IP, Type IP (MSl, or Slag or Type IS 346-2.3 Pozzolans and Slag: Use as desired, on an equal weight replacement basis, fly ash, silica fume, metakaolin, other pozzolans, and slag materials as a cement replacement in all classes of concrete, with the following limitations: (1) Mass Concrete: a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 18% to 50% by weight, except where the expected core temperature is to rise above 1650 F. When the core temperature is expected to rise above 1650 F, the percentage of fly ash is required to be 35% to 50% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 50% to 70% by weight. Ensure that slag is 50% to 55% of total cementitious content by weight of total cementitious materials when used in combination with silica fume and/or metakaolin. c. For Slightly and Moderately Aggressive environments ensure that there is at least 20% fly ash by weight and 40% Portland cement by weight for mixes containing Portland cement, fly ash and slag. (2) Drilled Shaft: a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 33% to 37% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 58% to 62 % by weight. (3) For all other concrete uses not covered in (1) and (2) above, a. Fly Ash-ensure that the quantity of cement replaced with fly ash is 18% to 22% by weight. b. Slag-ensure that the quantity of cement replaced with slag is 25 % to 70% for Slightly and Moderately Aggressive environments, and 50% to 70% by weight when used in Extremely Aggressive environments. Ensure that slag is 50% to 55% of total 09/09 01000-89 03-4122.F ,., . 1""1 ,.., cementltlouS content by weight of total cementitious materials when use in combination with silica fume and/or metakaolin. c. As an option for Slightly and Moderately Aggressive environments ensure that there is at least 20% fly ash by weight and 40% Portland cement by weight for mixes containing Portland cement, fly ash and slag. (4) Type IP (MS): Ensure that the quantity of pozzolan in Type IP (MS) is in the range of 15% to 40% by weight. (5) Silica Fume and Metakaolin: a. Cure in accordance with the manufacturer's recommendation and approved by the Engineer. b. Silica Fume-ensure that the quantity of cementitious material replaced with silica fume is 7% to 9% by weight. c. Metakaolin-ensure that the quantity of cementitious material replaced with metakaolin is 8% to 12% by weight. 346-2.4 Coarse Aggregate Gradation: Produce all concrete using Size No. 57 or Size No. 67 coarse aggregate. With the Engineer's approval, Size No.8 or Size No. 89 may be used either alone or blended with Size No. 57 or Size No. 67. The Engineer will consider requests for approval of other gradations individually. Submit sufficient statistical data to establish production quality and uniformity of the subject aggregates, and establish the quality and uniformity of the resultant concrete. Furnish aggregate gradations sized larger than nominal maximum size of 1.5 inch [37.5 mm] as two components. Ensure the maximum coarse aggregate size does not violate the reinforcement spacing provisions given for reinforced concrete in the AASHTO Standard Specifications for Highway Bridges. 346-2.5 Admixture Requirements: Admixtures will meet the requirements of this subarticle. Chemical admixtures not covered in this subarticle may be approved by the Engineer. Submit statistical evidence supporting successful laboratory and field trial mixes which demonstrate improved concrete quality or handling characteristics. Do not use admixtures or additives containing calcium chloride (either in the raw materials or introduced during the manufacturing process) in reinforced concrete. 346-2.5.1 Water Reducer/Water Reducer Retardant Admixtures: Use water- reducing admixture, Type A, or water-reducing and retarding admixture, Type D. Use in accordance with the manufacturer's recommended dosage rate. 346-2.5.2 Air Entrainment Admixtures: Use an air entraining admixture in all concrete mixes except counterweight concrete. 346-2.5.3 High Range Water Reducing and Viscosity Modifying Admixtures: 346-2.5.3.1 General: The Contractor may propose the use of a Type F or G admixture, meeting the requirements of Section 924, in all classes of concrete, except for concrete used in drilled shafts. The use of High Range Water Reducing (HRWR) admixtures in concrete mixes incorporating silica fume or metakaolin is mandatory. 346-2.5.3.2 Flowing Concrete Admixtures for Precast/Prestressed Concrete: The Contractor may propose the use of a Type I or Type II admixture, meeting the requirements of Section 924. Produce flowing concrete mix with target slump of 9 inches [230 mm]. The use of flowing concrete admixtures is limited to the construction of precast/prestressed concrete products. Add the flowing concrete admixtures at the ready mixed concrete production batch plant. Submit the proposed flowing concrete mix design, containing Type I or II admixture, and test data as specified herein and in 346-6.2. . 11 . ,..., . 1 . .., . .., . I' . ,., . .., . M . . .., . ..., . ,., . r'1 . ..., . ,.., . 1""1 09/09 01000-90 03-4122.F . .., . .., . .-, . ,., . Ij . ..., . r-, . .., I .., . ,.., . ., . I 1 . ...., . ,., . -, . .., . ,., . ..... . ...... - Subsequent to the laboratory trial batch, perform a field demonstration of the proposed mix design by production and placement of at least three batches, 3 yd3 [2.3 m3] minimum size each, of concrete containing flowing concrete HRWR admixture. Take representative samples from each batch and perform slump, air content, density (unit weight), and temperature tests on these samples. Cast specimens from each sample for compressive strength tests. Record the ambient air temperature during the test. Ensure that the concrete properties are within the required specification limits. The plants that are producing concrete with batch sizes of less than 3 yd3 [2.3 m3] are required to produce and place at least a total amount of 9 yd3 [6.9 m3] and perform the aforementioned tests on at least three randomly selected batches. Determine the workability of the demonstration concrete batches by performing the slump tests on the samples taken at 15 minute intervals from each batch. Continue sampling and testing until the slump measures 6 inches [150 mm] or less. From the plot of slump versus time, determine the time for each batch when the slump is at 7.5 inches [190 mm]. The shortest time period determined from three consecutive batches, at 7.5 inches [190 mm] slump, is considered the cutoff time of the proposed concrete mix. For production concrete, ensure that the time between the batching and depositing of each load of concrete is less than the cutoff time of the mix and also does not exceed the allowable time limit specified in 346-7.6. Ensure that the demonstration concrete is mixed, delivered, placed, consolidated and cured in accordance with the proposed method and sequence. Produce the flowing concrete batches at slumps between 7.5 inches to 10.5 inches [190 mm to 265 mm]. Perform inspection of the demonstration concrete during batching, delivery, placement and post placement. During placement, ensure that the concrete batches meet all plastic property requirements of the specifications and maintain their cohesive nature without excessive bleeding, segregation, or abnormal retardation. Dispose of concrete produced for demonstration purposes at no expense to the Department. Subject to the Engineer's approval, the Contractor may incorporate this concrete into non-reinforced concrete items and may be included for payment, provided it meets Contract requirements for slump, entrained air, and strength. After removal of the forms, perform the post-placement inspection of the in-place concrete. Observe for any signs of honeycombs, cracks, aggregate segregation or any other surface defects and ensure that the hardened concrete is free from these deficiencies. The Engineer may require saw cutting of the mock-up products to verify the uniform distribution of the aggregates within the saw cut surfaces and around the reinforcing steel and prestressing strands. The Engineer will require saw cutting of the demonstration mock-up products for plants that are demonstrating the use of the flowing concrete for the first time. Obtain core samples from different locations of mock-up products to inspect the aggregate distribution in each sample and compare it with the aggregate distribution of other core samples. Perform rapid chloride permeability or surface resistivity tests on the core samples or test cylinders. Submit the results of the laboratory trial batch tests and field demonstration of verified test data and inspection reports to the Engineer, along with certification stating that the results of the laboratory trial batch tests and field demonstration tests indicate that the proposed concrete mix design meets the requirements of the specifications. For the proposed mix design, state the anticipated 09/09 01000-91 03-4122.F ~ . .., . maximum time limit between the batching and when the concrete of each batch is deposited during the production. -, Upon the review and verification of the laboratory trial batch, . field demonstration test data, inspection reports and contractor's certification statement, the Department will approve the proposed mix design. ,., The Department may approve proposed flowing concrete . mixes, centrally mixed at the placement site, without the production of demonstration batches, provided that the proposed mix meets the following two criteria: ,., (1) A previously approved flowing concrete mix of the same . class has demonstrated satisfactory performance under the proposed job placing conditions with a minimum of fifteen consecutive Department acceptance tests, which met all plastic ,..., and hardened concrete test requirements. . (2) The cementitious materials and chemical admixtures, including the flowing concrete HRWR admixture, used in the proposed mix are the same ,.., materials from the same source used in the previously approved mix, (1) above, and the . other materials and mix proportions are approved as similar by the Department. Do not produce or place concrete until the design mixes have .., been approved. . 346-2.5.4 Corrosion Inhibitor Admixture: Use only with concrete containing Type II cement, Class F fly ash or slag, and a water reducing retardant admixture, Type D, r"1 or High Range Water Reducer admixture, Type G, to normalize the setting time of . concrete. Ensure that all admixtures are compatible with the corrosion inhibitor admixture. ,..., 346-3 Classification, Strength, Slump and Air Content. I 346-3.1 General: The separate classifications of concrete covered by this Section are designated as Class I, Class II, Class III, Class IV, Class V and Class VI. Strength, .., slump, and air content of each class are specified in Table 2: . ,.., TABLE 2 Specified Minimum Target Slump Air Content Range Class of Concrete Strength (28-day) (psi) [(MPa)] (inches) [(mm)](c) (e) (%) STRUCTURAL CONCRETE I (Pavement) 3,000 [21] 2 [50] 1 to 6 I (Special) (a) 3,000[21] 3 [75] (b) 1 to 6 II (a) 3,400 [23] 3 [75] (b) 1 to 6 II (Bridge Deck) 4,500[31] 3 [75] (b) 1 to 6 III 5,000 [35] 3 [75] (b) 1 to 6 III (Seal) 3,000 [21] 8 [200] 1 to 6 IV 5,500 [38] 3 [75] (b) 1 to 6 IV (Drilled Shaft) 4,000 [28] 8 [200] o to 6 V (Special) 6,000 [41] 3 [75] (b) (d) 1 to 5 V 6,500 [45] 3 [75] (b) (d) 1 to 5 VI 8,500 [59] 3 [75] (b) (d) 1 to 5 . ,.., . ~ . ,..., . .., . ,., . " . M 09/09 01000-92 03-4122.F . ..., . .., . (a) For precast drainage systems that are manufactured at the precast plant the Contractor is permitted to use concrete meeting the requirements of ASTM C 478 ,., [ASTM C 478M] 4,000 psi [30 MPa] in lieu of Class I or Class II concrete. Apply the . chloride content limits specified in 346-4.2 to all box culverts. (b) The Engineer may allow higher target slump, not to exceed 7 inches ,., [180 mm], when a Type F or Type G admixtures is used. . (c) The Engineer may approve a reduction in the target slump for slip-form operations. .., (d) When the use of silica fume or meta kaolin is required as a pozzolan in Class V, Class V (Special) or Class VI concrete, ensure that the concrete does not exceed a permeability of 1,000 coulombs at 28 days, when tested per AASHTO T 277. Submit 2, 4 x 8 inches [102 x 203 mm] cylindrical test specimens to the Engineer for permeability testing before mix design approval. Take the permeability test specimens from the concrete of the laboratory trial batch or from the field trial batch of at least 3 yd3 [2.3 m3]. Verify the mix proportioning of the designed mix and take representative samples of trial batch concrete for the required plastic and hardened property tests. Cure the field trial batch specimens similar to the standard laboratory curing methods. Submit the permeability test specimens at least 7 days prior to the scheduled 28 day test. The average permeability of the two tests, one test per cylinder, is considered the rapid chloride permeability of the concrete mix. In lieu of rapid chloride permeability test and prior to mix design approval, submit three test cylinders to the Engineer for performing of surface resistivity test in accordance with FM 5-578. Ensure that the result of the average 28 day surface resistivity value of the concrete samples remains greater than or equal to 37 KOhm-cm. (e) The Engineer may allow a target slump of 9.0 inches [230 mm] when Type I or II admixture is used to produce flowing concrete in the construction of precast concrete products. 346-3.2 Drilled Shaft Concrete: When drilled shaft concrete is placed in any wet shaft, provide concrete in accordance with the following specified slump loss requirements. When concrete is placed in a dry excavation, do not test for slump loss, except where a temporary removable casing is to be used. Ensure that drilled shaft concrete has a slump between 7 inches and 9 inches [175 mm and 225 mm] when placed and maintains a slump of 4 inches [100 mm] or more throughout the drilled shaft concrete elapsed time. Ensure that the slump loss is gradual as evidenced by slump loss tests described below. The concrete elapsed time is the sum of the mixing and transit time, the placement time and the time required for removal of any temporary casing that causes or could cause the concrete to flow into the space previously occupied by the temporary casing. Provide slump loss tests before drilled shaft concrete operations begin, demonstrating that the drilled shaft concrete maintains a slump of at least 4 inches [100 mm] throughout the concrete elapsed time. Inform the Engineer at least 48 hours before performing such tests. Perform slump loss testing of the drilled shaft mix using a laboratory acceptable to the Engineer meeting the requirements of 6-9. Perform the following procedures for slump loss tests: C1) Prepare the mix for the slump loss test at a temperature consistent with the highest ambient and concrete temperatures expected during actual concrete placement. Obtain the Engineer's approval of the test temperature. ,., . -, . ,.., . .., . .., . 1""1 . .., . - .., . .., . .., . I""J . ,., . ...... . ..... 09/09 01000-93 03-4122.F . ,..., . ..., . (2) Ensure that the mix is at least 3 yd3 [2.3 m3] and is mixed in a mixer truck. .., (3) After initial mixing, determine the slump, concrete temperature, ambient temperature and air content. Ensure that the concrete properties are within the required specification target limits. (4) Mix the concrete intermittently for 30 seconds every five minutes at the mixing speed of the mixer. (5) Determine slump, concrete temperature, ambient temperature and air content at 30 minute intervals until the slump is 4 inches [100 mm] or less. Remix the mix for one minute at the mixing speed of the mixer before these tests are run. (6) Begin all elapsed times when water is initially introduced into the . -, . ..., . I' mix. .., (7) Ensure that the concrete maintains a slump of at least 4 inches [100 mm] for the anticipated elapsed time. (8) Obtain the Engineer's approval of slump loss test results in terms of elapsed time before concrete placements. 346-3.3 Mass Concrete: When mass concrete is designated in the Contract Documents, provide an analysis of the anticipated thermal developments in the mass concrete elements for all expected project temperature ranges using the selected mix design, casting procedures, and materials. Use a Specialty Engineer competent in the design and temperature control of concrete in mass elements. The specialty Engineer will follow the procedure outlined in Section 207 of the ACI Manual of Concrete Practice to formulate, implement, administer and monitor a temperature control plan, making adjustments as necessary to ensure compliance with the Contract Documents. The Specialty Engineer will select the concrete design mix proportions that will generate the lowest maximum temperatures possible to ensure the 35 OF temperature differential is not exceeded. Describe the measures and procedures intended for use to maintain a temperature differential of 350F [200C] or less between the interior core center and exterior surface(s) of the designated mass concrete elements during curing. Submit both the mass concrete mix design and the proposed mass concrete plan to monitor and control the temperature differential to the Engineer for acceptance. Provide temperature monitoring devices to record temperature development between the interior core center and exterior surface(s) of the elements in accordance with the accepted mass concrete plan. The Specialty Engineer, or a qualified technician employed by the Specialty Engineer, must personally inspect and approve the installation of monitoring devices and verify that the process for recording temperature readings is effective for the first placement of each size and type mass component. Submit to the Engineer for approval the qualification of all technicians employed to inspect or monitor mass concrete placements. For placements other than the first, designate an employee(s) approved by the Specialty Engineer, as qualified to inspect monitoring device installation, to record temperature readings, to be in contact at all times with the Specialty Engineer if adjustments must be made as a result of the temperature differential being exceeded, and to immediately implement adjustments to temperature control measures as directed by the Specialty Engineer. Read the monitoring devices and record the readings at intervals no greater than 6 hours. The readings will begin when the mass concrete placement is complete and continue until the maximum temperature differential (not maximum temperature) is reached and a decreasing temperature differential is confirmed as defined in the temperature control . 1"1 . ..., . 1"1 . ,..., . ...., . .., . ,., . . .., . ,.., . ,., . .... . ..... 09/09 01000-94 03-4122.F - ..., . -. . plan. Furnish a copy of all temperature readings to the Engineer as they are determined, and a final report within 3-days of completion of monitoring of each element. -, If the 350F [200C1 differential has been exceeded, take immediate action, as . directed by the Specialty Engineer who must be available for immediate consultation at any time, to retard further growth of the temperature differential. Use a Specialty Engineer to r"1 revise the previously accepted plan to ensure compliance on future placements. Do not . place any mass concrete until the Engineer has accepted the mass concrete plan(s). When mass concrete temperature differentials are exceeded provide all analyses and test results r"1 deemed necessary by the Engineer for determining the structural integrity and durability of . the mass concrete element, to the satisfaction of the Engineer. The Department will make no compensation, either monetary or time, for the analyses or tests or any impacts upon r"1 the project. . 346-4 Composition of Concrete. 1"1 346-4.1 Master Proportion Table: Proportion the materials used to produce the . various classes of concrete in accordance with Table 3: ..., . ., . .., . ..., . ,.., . .., . ., . .., . .., . ., . ..., . ,., . TABLE 3 Minimum Total Cementitious * Maximum Water Class of Concrete Materials Content Ib/yd3 [kg/m3] Cementitious Materials Ratio Ib/lb [kg/kg] I (Pavement) 508 [3001 0.50 I (Special) 508 [3001 0.50 II 564 [3351 0.49 II (Bridge Deck) 611 [3651 0.44 III 611 [3651 0.44 III (Seal) 611 [3651 0.52 IV 658 [3901 0.41 IV (Drilled Shaft) 658 [3901 0.41 V (Special) 752 [4451 0.37 * * V 752 [4451 0.37 * * VI 752 [445] 0.37 * * *The calculation of the water to cementitious materials ratio (w/cm) is based on the total cementitious material including silica fume, slag, fly ash or metakaolin. * *When the use of silica fume or metakaolin is required as a pozzolan, the maximum water cementitious material ratio will be 0.35. 346-4.2 Chloride Content Limits for Concrete Construction: 346-4.2.1 General: Use the following maximum chloride content limits for the concrete application shown: 09/09 01000-95 03-4122.F .., . 1"'"1 . II . ,., . " . " . " . ,., . .., . ,., . I""l . n . ,.., . .., . II . ..., . I""l . I 1 . r . . TABLE 4 Maximum Allowable Application Chloride Content Ib/yd3 [kg/m3] Production Mix Design Non Reinforced Concrete N/A N/A Reinforced Concrete that does not require Type II cement 0.70 [0.42] 0.64 [0.38] plus slag or pozzolan(s) All applications that require Type II cement plus 0.40 [0.24] 0.34 [0.20] pozzolan(s) Prestressed Concrete 0.40 [0.24] 0.34 [0.20] Determine the chloride content as the average of three tests on samples taken from the concrete. Ensure that the range of results of the three tests does not exceed a chloride content of 0.08 Ib/yd3 [0.05 kg/m3] of concrete. When test results are outside of the allowable range, run an additional three tests until the test results are within the allowable range. The Contractor may obtain samples from representative concrete cylinders or cores tested for compressive strength. If the cylinders or cores have been exposed to salt or aggressive environment, discard the outer 1 inch [25 mm] surface of the sample. 346-4.2.2 Sampling and Testing: Determine the chloride content in accordance with FM 5-516 within two weeks of sampling. (1) For all concrete requiring Type II cement with pozzolan(s) or slag and prestressed concrete, determine the chloride content on a frequency that is in accordance with these Specifications and the following procedures: (a) When the chloride content is 0.25 Ib/yd3 [0.15 kg/m3] or less, determine chloride content at a frequency of not less than one for every four weeks of production as long as the test results remain at or below 0.25 Ib/yd3 [0.15 kg/m3]. As an exception to the aforementioned testing frequency, when eight consecutive tests show chloride content below 0.25 Ib/yd3 [0.15 kg/m3], the Engineer may reduce the frequency to not less than one for every eight weeks of production. (b) When the chloride content is greater than 0.25 [0.15] and less than or equal to 0.33 Ib/yd3 [0.20 kg/m3], determine chloride content at a frequency of not less than one for every two weeks of production, as long as the values remain at or below 0.33 Ib/yd3 [0.20 kg/m3]. (c) When the chloride content is greater than 0.33 Ib/yd3 [0.20 kg/m3], make subsequent chloride content tests for each day's production. (2) For all reinforced concrete, other than the concrete covered in (1) above, determine the chloride content on a frequency of not less than one test every four weeks. As an exception to the aforementioned testing frequency, when eight consecutive chloride content determinations are below 0.40 Ib/yd3 [0.24 kg/m3] of concrete, the Engineer may reduce the frequency to not less than one for every eight weeks of production. For any case listed above, when the source of any concrete component material, including admixtures, is changed, determine the chloride content immediately. 09/09 01000-96 03-4122.F .., . -. . Test results obtained at the frequency provided above represent the chloride content of all concrete placed subsequent to the preceding test for the determination of chloride content. 346-4.2.3 Certification: Determine the chloride content, and certify the test results of chloride determinations to the Department. Include in the certification all pertinent data required by the Department. The Department will require properly executed certifications showing the chloride content within the required limits for acceptance of all concrete produced in accordance with these Specifications. 346-4.2.4 Control level for Corrective Action: If the test results indicate that the chloride level is greater than the following limits, suspend concrete production until implementing corrective measures acceptable to the Engineer. (1) Chloride content of 0.65 Ib/yd3 [0.39 kg/m3] or greater for reinforced concrete that does not require Type II cement plus slag or pozzolan(s). (2) Chloride content of 0.35 Ib/yd3 [0.21 kg/m3] or greater for prestressed concrete and all applications that require Type II cement with slag or pozzolan(s) . The Engineer will reject the concrete exceeding the maximum allowable chloride content limits shown in 346-4.2.1. ., . " . f"II . 1"'"1 . .., . 'I . 346-5 Sampling and Testing Methods. Perform concrete sampling and testing in accordance with the following methods: .., . r I !fABLE 5 Description Method Slump of Hydraulic Cement Concrete ASTM C 143 [ASTM C 143M] Air Content of Freshly Mixed Concrete by the Pressure ASTM C 231 Method * Air Content of Freshly Mixed Concrete by the ASTM C 173 [ASTM C 173M] Volumetric Method * Making and Curing Test Specimens in the Field ASTM C 31 [ASTM C 31 M] Compressive Strength of Cylindrical ConcretE ASTM C 39 [ASTM C 39M] Specimens * * Obtaining and Testing Drilled Core and Sawed Beams 01 ASTM C 42 [ASTM C 42M] Concrete Early Sampling of Fresh Concrete During the Initial FM 5-501 Placement Low Levels of Chloride in Concrete and Raw Materials FM 5-51 6 Density (Unit Weight) , Yield and Air Conten ASTM C 138 [ASTM C 138M] (Gravimetric) of Concrete Temperature of Freshly Mixed Portland Cement ASTM C 1064 [ASTM C 1064M] Concrete Sampling Freshly Mixed Concrete ASTMC172 * Use the same type of meter for QC tests as the Department uses for Verification testing. When using pressure type meters, use an aggregate correction factor determined by thE concrete producer for each mix design to be tested. Record and certify test results for , . .., . . ,.., . .., . " . ,.., . " . ,., . ..., 09/09 01000-97 03-4122.F - .., . .., . ,., . TABLE 5 Description 1M ethod correction factors for each type of aggregate at the concrete production facility. * *For lOTs selected for verification testing use the same size cylinder molds as the Department uses for Verification tests. For the compressive strength testing of precas concrete the use of 4 inch x 8 inch [102 x 203 mm] test cylinders are allowed, provided hey meet the requirements of 450-4.1. ~ . M 346-6 Control of Quality. 346-6.1 General: Develop a Quality Control Plan (QCP) as specified in 6-8. Assume responsibility for meeting the requirements of the approved QCP and Contract Documents. Ensure the QCP includes the necessary requirements to control the quality of the concrete. QC activities are performed by the Contractor to ensure materials, methods, techniques, personnel, procedures and processes utilized during production meet the specified requirements. Accept the responsibility for performing QC inspections on all phases of work. Ensure all materials and workmanship incorporated into the project meet the requirements of the Contract Documents. When concrete plastic properties (slump, air content and temperature) could be significantly affected by handling between the point of delivery and the point of final placement, including the use of pumps, conveyor belts, troughs, chutes, barge transport or other means, provide in the QCP provisions to sample the plastic concrete for all testing at the point of final placement, as a minimum. Ensure the QCP includes any anticipated requirements for adjusting the concrete at the placement site. Include the testing procedures that will be implemented to control the quality of the concrete and ensure that concrete placed is within the target range. Also, include provisions for the addition of water to concrete delivered to the placement site at designated level areas, to ensure the allowable amount of water stated on the concrete delivery ticket or the maximum water/cementitious materials ratio on the approved design mix are not exceeded. Ensure the anticipated ranges of jobsite water additions are described and the proposed methods of measuring water for concrete adjustments are included. Failure to meet the requirements of this Specification or the QCP will automatically void that portion of the QCP. To obtain QCP re-approval, implement corrective actions as approved by the Engineer. The Engineer may allow the Contractor to continue any ongoing concrete placement but the Engineer will not accept concrete for any new placement until the QCP reapproval is given by the Engineer. 346-6.2 Concrete Design Mix: Provide concrete that has been produced in accordance with a Department approved design mix, in a uniform mass free from balls and lumps. Discharge the concrete in a manner satisfactory to the Engineer. Perform demonstration batches to ensure complete and thorough placements in complex elements, when requested by the Engineer. Do not place concretes of different compositions such that the plastic concretes may combine, except where the plans require concrete both with and without silica fume, metakaolin or calcium nitrite in a continuous placement. Produce these concretes using two separate design mixes. For example, designate the mix with calcium nitrite as the original mix and the mix without calcium nitrite as the redesigned mix. Ensure that both mixes contain the same cement, fly ash or slag, coarse and fine aggregates and ,., . ,.., . ., . .., . I II . ., . . ~ . ..., . ,.., . II . II . ...., - n 09/09 01000-98 03-4122.F - II . 1"'"1 ..., compatible admixtures. Submit both mixes for approval as separate mix designs, both meeting all requirements of this Section. Ensure that the redesigned mix exhibits plastic and hardened qualities which are additionally approved by the Engineer as suitable for placement with the original mix. The Engineer will approve the redesigned mix for commingling with the original mix and for a specific project application only. Alternately, place a construction joint at the location of the change in concretes. 346-6.2.1 Material Substitutions: Aggregate sources may be substituted within an approved base mix design provided that the aggregate are the same type, the same geological formation and are from an approved source. Obtain the Department's approval for any material substitutions before beginning concrete placement. Provide a new base mix design for any cementitious material or admixture substitution. The Department may take up to five working days to review any material substitution request. For every material substitution made, perform testing for chlorides and assure compliance with 346-4.2. Ensure the substituted mix meets the theoretical yield requirements, does not exceed the maximum water to cementitious materials ratio, and the cement content equals or exceeds, the approved base mix design. The Department may require a single 3.0 yd3 [2.3 m3] minimum test batch at the approved concrete production facility to demonstrate that the plastic properties of the adjusted mix design is within the slump and air tolerances provided in Table 2. The theoretical unit weight of the proposed mix design will be within 2.0 Ibs/ft3 [35 kg/m3] of the originally approved theoretical mix design unit weight. Approved adjusted mixes may be transferred. At any time if the Engineer determines that unsatisfactory results are obtained during production, return to the originally approved base mix design or obtain approval of a new mix design 346-6.3 Delivery Certification: Ensure that an electronic delivery ticket is furnished with each batch of concrete before unloading at the placement site. Ensure that the materials and quantities incorporated into the batch of concrete is recorded on the delivery ticket. Include the following information on the Delivery Ticket: (1.) Arrival time at job site, (2.) Time that concrete mix has been completely discharged, (3.) Number of revolutions upon arrival at the job site, (4.) Total gallons [liters] of water added at the job site, (5.) Additional mixing revolutions when water is added, (6.) Total number of revolutions at mixing and agitating speed. Items 3 through 6 do not apply to non-agitating concrete transporting . r'l . .., . ,., . .., . ,., . Ii . r"1 . ,., . M . . ,..., . r-, . vehicles. .., Ensure the batcher responsible for production of the batch of concrete signs the delivery ticket, certifying the batch of concrete was produced in accordance with the Contract Documents. Sign the delivery ticket certifying that the maximum specified water to cementitious materials ratio was not exceeded due to any jobsite adjustments to the batch of concrete, and that the batch of concrete was delivered and placed in accordance with the Contract Documents. 346-6.4 Tolerances: Meet the following tolerances from target values for plastic concrete properties specified in 346-3.1 : . II . II . 1 . ..... 09/09 01000-99 03-4122.F - r-, . ,., . TABLE 6 Property Target Range Tolerance Slump (Non-Drilled Shaft Concrete without :t 0.75 inch [:t20 mm] :t 1.5 inch [:t40 HRWR) mm] Slump (Non-Drilled Shaft Concrete with 1 .0 inch [:t25 mm] :t 1.5 inch [:t40 :t HRWR) mm] Slump (Drilled Shaft Concrete) 1.0 inch [:J:25 mm] :t 1.0 inch [:t25 :t mm] Air Content As shown in the range in Table 2 ..., . .., . " . r"1 Reject concrete with slump or air content exceeding the above tolerances. Do not allow concrete to remain in a transporting vehicle to reduce slump. Water may be added only upon arrival of the concrete to the job site and not thereafter. If the slump of non-drilled shaft concrete varies from the target value in excess of 0.75 inch [20 mm] (1 inch [25 mm] for concrete containing HRWR), immediately adjust the concrete mixture to correct the slump of succeeding batches. The Engineer will allow a reasonable time for adjustment, taking into consideration trucks already in route from the concrete production facility. If the Contractor does not implement adjustments at the earliest possible time, the Engineer will reject the concrete and terminate further production until the Contractor makes corrections. . ., . Ii . ,., . 346-7 Mixing and Delivering Concrete. 346-7.1 General Requirements: Operate all concrete mixers at speeds and volumes per the manufacturer's design or recommendation as stipulated on the mixer rating plate. 346-7.2 Transit Mixing: When water is added at the job site, mix the concrete 30 additional mixing revolutions. When mixing for the purpose of adjusting consistency, do not allow the total number of revolutions at mixing speed to exceed 160. Discharge all concrete from truck mixers before total drum revolutions exceed 300. 346-7.3 Mixing at the Site: Use a mixer of sufficient capacity to prevent delays that may be detrimental to the quality of the work. Ensure that the accuracy of batching equipment is in accordance with requirements of this Section. 346-7.4 Concreting in Cold Weather: Do not mix concrete when the air temperature is below 450F [7OC] and falling. The Contractor may mix and place concrete when the air temperature in the shade, and away from artificial heat, is 400F [40C] and rising. Protect the fresh concrete from freezing until the concrete reaches a minimum compressive strength of 1,500 psi [10 MPa] unless the concrete is to be heat cured. 346-7.5 Concreting in Hot Weather: Hot weather concreting is defined as the production, placing and curing of concrete when the concrete temperature at placing exceeds 850F [300C] but is less than 1000F [40oC]. Unless the specified hot weather concreting measures are in effect reject concrete exceeding 850F [300C] at the time of placement. Regardless of special measures taken, reject concrete exceeding 1000F [40oC]. Predict the concrete temperatures at placement time and implement hot weather measures to avoid production shutdown. 346-7.6 Transit Time: Ensure compliance with the following maximum allowable time between the initial introduction of water into the mix and depositing the concrete in place: " . ., . ,.., . ..., . ,., . ., . ,..., . II . .... . -.. 09/09 01000-100 03-4122.F - ~ . .., . .., TABLE 7 Non-Agitator Trucks Agitator Trucks 45 minutes 60 minutes 75 minutes* 90 minutes* *When a water reducing and retarding admixture (Type D or Type G) is used. " . . ,..., 346-7.7 Adding Water To Concrete at the Placement Site: Perform an initial slump before the addition of water at the job site. After adjusting the slump, perform a test to confirm that the slump of the concrete is within the target range as defined in Table 6. If the slump exceeds the target range but is within the tolerance range, that load may be accepted, but water added at the site will be reduced to maintain a slump within the target range on successive loads. If the slump is delivered within the target range, no water will be added to the load. Confirm with another test that the next load is within the target range after the addition of water at the placement site. Repeated incidents of concrete being placed outside the target range will result in revocation of that portion of the QCP. No concrete represented by plastic test results outside of the tolerance range will be accepted for placement. 346-7.8 Sample Location: Obtain samples from the point of final placement. Where concrete buckets are used to discharge concrete directly to the point of final placement or into the hopper of a tremie pipe, samples will be obtained from the discharge of the bucket. When the concrete is discharged directly from the mixer into the bucket, with a minimal lapse of time before discharge of the bucket, samples may be obtained from the discharge of the mixer. Where conveyor belts, troughs, pumps, or chutes are used to transport concrete directly to the point of final placement or into the hopper of a tremie pipe, samples will be obtained from the discharge end of the entire conveyor belt, trough, pump, or chute system. Where concrete is placed in a drilled shaft or other element using a tremie pipe and a concrete pump, samples will be obtained from the discharge of the pump line at the location of the tremie hopper. Where a concrete pump is used to deposit concrete directly into a drilled shaft which is a wet excavation without the use of a tremie, ensure the discharge end of the pump line remains immersed in the concrete at all times after starting concrete placement, and the following procedure is followed: a. Obtain initial samples from the discharge of the pump line using the full length of pump line which will be required to start the placement. Ensure the plastic properties of the concrete sampled from the discharge of the pump line are within the target range. Obtain comparative initial samples from the discharge of the mixer delivering concrete to the pump in order to control the plastic properties of the mix. b. Obtain all other samples from the discharge of the mixer delivering concrete to the pump. Ensure the plastic properties of the concrete being delivered to the pump are within the allowable tolerance, except when necessary and approved by the engineer and based on comparative testing, to provide concrete meeting the Specification requirements at the end of the pump line. Describe concrete placement and sampling methods in the QCP. ., . .., . ..., . .., . " . 11 . II . . "'"'l . I.., . " . " . r, . ..... . ..., 09/09 01 000-1 01 03-4122.F - r""'I . II . 346-8 Plastic Concrete Sampling and Testing. QC tests will include air content, temperature, slump, compressive strength cylinders, and may include plastic unit weight. In addition, calculate the water to cementitious materials ratio for compliance to the approved mix design. Ensure that each truck has a valid inspection card issued by the Department, the revolution counter on the mixer is working properly, and calibration of the water dispenser has been performed within the last twelve months and verify batch weights within required limits of the mix design. Perform plastic concrete tests on the initial delivery of each concrete design mix each day. Ensure QC technicians meeting the requirements of Section 105 are present and performing tests throughout the placement operation. Ensure one technician is present and performing tests throughout the placement operation at each placement site. If a placement site has multiple concrete trucks, identify the number of technicians in the Quality Control Plan. If a placement site has multiple trucks placing concrete, then have at least two technicians present at that site. Ensure all equipment utilized meets this Specification. Do not proceed with the placement operation until the delivered concrete complies with plastic properties specified. After placement begins, perform QC tests to ensure compliance with Specification requirements on each LOT of concrete. Reject non- complying loads which cannot be adjusted at the jobsite. Ensure that corrections are made on subsequent loads. Furnish sufficient concrete of each design mix as required by the Engineer for verification testing. When the Engineer's verification tests results do not compare with the QC plastic properties test results, within the limits defined by the Independent Assurance (IA) checklist comparison criteria, disposition of the concrete will be at the option of the Contractor. If a QC test fails, reject the remainder of that load, terminate the LOT, and notify the Engineer. Make cylinders representing that LOT from the same sample of concrete. Following termination of a LOT, re-initiate initial plastic properties tests until such time as the water to cementitious materials ratio, air content, temperature and slump comply with the Specification requirements. Initiate a new LOT once the testing indicates compliance with Specification requirements. When three consecutive LOTs, or when five LOTs in two days of production of the same design mix are outside the specified tolerances, suspend production. Make the necessary revisions to concrete operations and increase the frequency of QC testing in the QCP to bring the concrete within allowable tolerances. Obtain the Engineer's approval of the revisions before resuming production. After production resumes, obtain the Engineer's approval before returning to the normal frequency of QC testing. If concrete placement stops for more than 90 minutes, perform initial plastic properties testing on the next batch and continue the LOT. Cylinders cast for that LOT will represent the entire LOT. The Department may perform Independent Verification testing at any time to evaluate the QC of the concrete. The comparison between the Independent Verification testing and the QC testing is identified in the IA Checklist Criteria. When a test does not compare, the Contractor will revise the QCP as deemed necessary by the Engineer. The Department reserves the right to notify the IA to review the testing procedures and equipment. ., . ...., . , . II . n I ,.., . I " . r'1 . ,.., . I I . r"""l . r"""l . ,.., . r'1 . .., . r- I 09/09 01000-102 03-4122.F - II . .., . 346-9 Acceptance Sampling and Testing. 346-9.1 General: Perform plastic properties test as per 346-8 and cast a set of three QC cylinders for each LOT of structural concrete incorporated into the project. Take these acceptance samples randomly for each LOT as determined by a random number generator (acceptable to the Department). The Department will independently perform plastic properties test and cast a set of verification cylinders from a separate sample from the same load of concrete as the Contractor's QC sample. For each LOT verified by the Department, cast one additional cylinder from the same sample, and identify it as the QC "hold" cylinder. The Department will also cast one additional "hold" cylinder from each verification sample. Provide curing facilities for initial curing that have the capacity to hold all QC, Verification, and Independent Verification cylinders simultaneously. All cylinders will be clearly identified. Deliver the QC samples to the final curing facility in accordance with ASTM C 31 [ASTM C 31 M]. At this same time, the Department will deliver the verification samples to their final curing facility. Test the QC samples for compressive strength at the age of 28 days in a laboratory meeting and maintaining at all times the qualification requirements listed in 6-9. The QC testing laboratory will input the compressive strength test results into the Department's sample tracking database within 24 hours. When the QC testing laboratory cannot input the compressive strength test results into the Department's sample tracking database within 24 hours, the QC testing laboratory will notify the Verification testing laboratory within 24 hours of breaking the cylinder and provide the Verification testing laboratory the compressive strength test results. Ensure the compressive strength results are input into the Department's sample tracking database within 72 hours of determining the compressive strength of the cylinders. The Department will average the QC and Verification compressive strength test data and based on this average at 28 days determine the Comparison Criteria as shown in Table 8. When the difference between QC and Verification are less than or equal to the Comparison Criteria, the QC data is verified. When the difference between QC and verification data exceeds the Comparison Criteria the Engineer will initiate the resolution procedure in accordance with 346-9.5. The QC and Verification laboratories will transport their own hold cylinder to the resolution testing laboratory within 72 hours after the Engineer notifies the Contractor that a resolution is required. . ,.., . ..., . n . ,.., . " . .-, . .., . .., ,., . .., . 1""'1 Table 8 Range of Average Compressive Strength Comparison Criteria Less than 3500 psi [23 MPa] 420 psi [2.9 MPa] 3,501 - 4,500 psi [23 - 31 MPa] 590 psi [4.0 MPa] 4,501 - 6,500 psi [31 - 45 MPa] 910 psi [6.3 MPa] 6,501 - 8,500 psi [45 - 59 MPa] 1,275 psi [8.8 MPa] Greater than 8,500 psi [59 MPa] 1,360 psi [9.4 MPa] . " . .., . ,., r"'1 346-9.2 Sampling Frequency for Quality Control Tests: As a minimum, sample and test concrete of each design mix for water to cementitious materials ratio, air content, temperature, slump and compressive strength in accordance with Table 9. The Engineer will randomly verify one of every four consecutive LOTs of each design mix based on a random number generator, and may perform additional Independent Verification tests. All QC activities, calculations, and inspections . . .... . r"'I 09/09 01000-103 03-4122.F . .... . PI . will be randomly confirmed by the Department. If there is no verification data for a LOT, then the LOT goes to Resolution Investigation to determine conformance with 346-9. ..., . .., . II I . " . I " . ,., . ,..., . ..., . ..., . ..., . .., . II . -. . ,.., . ..., . n . if ABLE 9 Class Concrete Maximum LOT Size I (Pavement) one lane mile [1.5 lane km] or one day's production, whichever is less I (Special) 1 50 yd3 [1 25 m3] or one day's production, whichever is less II, II (Bridge Deck), III, IV, IV (Drilled Shaft), V 50 yd3 [40 m3], or one day's production, (Special), V, VI whichever is less III (Seal) Each Seal placement 346-9.2.1 Reduced Frequency for Acceptance Tests: For all structural concrete except Class I and III (Seal), if the previous 15 consecutive strength test results of the same design mix produced at the same concrete production facility, on a given Contract have all been verified and have attained an average strength greater than two standard deviations above the specified minimum, then the maximum LOT size will be increased to 100 yd3 [80 m3]. The average of 15 consecutive breaks can be established based on historical data from the previous project. The data must also represent the same prime/sub contractor. The last test from the previous job must be within the last 60 calendar days. Test data must be from a laboratory meeting the requirements of 6-9. The average of 15 consecutive compressive strength test results can also be established by a succession of samples on the current project. Only one sample can be taken from each LOT. If at any time a strength test is not verified and/or the average strength of the previous 1 5 consecutive samples is less than the specified minimum plus two standard deviations, the maximum LOT size will return to 50 yd3 [40 m3]. The maximum LOT size will remain 50 yd3 [40 m3] until the thresholds listed above are achieved. 346-9.3 Strength Test Definition: The strength test of a LOT is defined as the average of the compressive strengths tests of three cylinders cast from the same sample of concrete from the LOT. 346-9.4 Acceptance of Hardened Concrete: Hardened concrete will be accepted or rejected on the basis of strength test results as defined in 346-9.3. Do not discard a cylinder strength test result based on low strength (strength below the specified minimum strength as per the provisions of 346-3 and 346-9). When QC strength test results are verified, the Engineer will accept the concrete based on QC test results. The Engineer will accept at full pay only LOTs of concrete represented by strength test results which equal or exceed the respective specified minimum strength. When one of the three QC cylinders from a LOT is lost, damaged or destroyed, determination of compressive strength will be made by averaging the remaining two cylinders. If more than one QC cylinder from a LOT is lost, damaged or destroyed, the Contractor will core the structure at no additional expense to the Department to determine the compressive strength. Acceptance of the LOT may be based on verification data at the discretion of the Engineer. Obtain the approval of the Engineer to core, and of the core location prior to drilling. 09/09 01000-104 03-4122.F ,.., . II ~ . For each QC cylinder that is lost, damaged or destroyed, payment for that LOT will be reduced by $750.00 per 1,000 psi [6.9 MPa] of the specified design strength [Example: loss of two Class IV (Drill Shaft) QC cylinders that has no verification data on that LOT will require the element to be cored and a penalty will be assessed (4,000 psi / 1,000 psi)([27.6 Mpa / 6.9 MPa]) x $750 x 2 = $6,000]. This reduction will be in addition to any pay adjustment for low strength. When QC compressive strength test results are not verified, the resolution procedure will be used to accept or reject the concrete. Maintain the "hold" cylinders until the verification of the compressive strength test results. 346-9.5 Resolution Procedure: The Department may initiate an IA review of sampling and testing methods. The resolution procedure may consist of, but need not be limited to, a review of sampling and testing of fresh concrete, calculation of water cementitious materials ratio, handling of cylinders, curing procedures and compressive strength testing. Cores of the hardened concrete may be required. The Engineer will determine through the resolution procedure whether the QC strength test results or the verification strength test results can be relied upon. When the Engineer cannot determine that either the QC or verification strength test results are in error, the concrete represented by the four consecutive LOTs will be evaluated based on the QC data. The Engineer will ensure that the QC and verification "hold" cylinders are tested within seven days of the 28-day strength tests. When the QC strength test results are deemed to be the most accurate, the QC strength test results will represent the four consecutive LOTs and the Department will pay for the resolution testing. When the verification strength test results are deemed to be the most accurate, the Contractor will pay for the resolution testing and the resolution investigation will determine the strength test results for each of the four LOTs. The results of the resolution procedure will be forwarded to the Contractor within five days. If the Department finds deficiencies based on the Contractor's QCP, the Engineer may suspend that part of the QCP. When the QC plan is suspended, submit corrective actions for approval of the Engineer. The Engineer may take up to five working days to review corrective actions to the QCP. The Engineer will not allow changes to Contract Time or completion dates. Incur all delay costs and other costs associated with QC plan suspension and re-approval. 346-9.6 Small Quantities of Concrete: When a project has a total plan quantity of less than 50 cubic yards, that concrete will be accepted based on the satisfactory compressive strength of the QC cylinders. Provide certification to the Engineer that the concrete was batched and placed in accordance with the Contract Documents. Submit a quality control plan for the concrete placement operation in accordance with Section 105. In addition, the Engineer may conduct Independent Verification (IV) testing as identified in Section 346-9. Evaluate the concrete in accordance with 346-10 at the discretion of the Engineer. - " , . ., . " . " . ,., . II . i . ,., . ,., . II . II . ..., . ,..., . 346-10 Investigation of Low Strength Concrete for Structural Adequacy. 346-10.1 General: When a concrete acceptance strength test result falls more than 10% or 500 psi [3.5 MPa] below the specified minimum strength, whichever is the greater deviation from the specified minimum strength, and the Department determines that an investigation is necessary, make an investigation into the structural adequacy of the LOT of concrete represented by that acceptance strength test result at no additional expense to " . ,., . ...., 09/09 01 000-1 05 03-4122.F . ., . .., . II . .., . ..., . II . 1"'"1 . ,., . ,., . .., . " . ..., . " . ..., . .., . .., . ,., . .., . r""'I - the Department. The Engineer may also require the Contractor to perform additional strength testing as necessary to determine structural adequacy of the concrete. Furnish either a structural analysis performed by the Contractor's Engineer of Record to establish strength adequacy or drilled core samples as specified in 346-10.3 to determine the in-place strength of the LOT of concrete in question at no additional expense to the Department. Obtain the Engineers approval before taking any core samples. When the concrete is deemed to have low strength, obtain and test the cores and report the data to the Engineer within 14 days of the 28 day compressive strength tests. Core strength test results obtained from the structure will be accepted by both the Contractor and the Department as the in-place strength of the LOT of concrete in question. The core strength test results will be final and used in lieu of the cylinder strength test results for determination of structural adequacy and any pay adjustment. The Department will calculate the strength value to be the average of the compressive strengths of the three individual cores. This will be accepted as the actual measured value. 346-10.2 Determination of Structural Adequacy: If core strength test results are less than 500 psi [3.5 MPa] or 10%, whichever is greater, below the specified minimum strength, consider the concrete represented by the cores structurally adequate. If the core strength test results are more than 10% or 500 psi [3.5 MPa], whichever is greater, below the specified minimum strength, the Department will consider the concrete represented by the cores structurally questionable. Submit a structural analysis performed by the Contractor's Engineer of Record. If the results of the structural analysis, approved by the Department, indicates adequate strength to serve its intended purpose with adequate durability, the Contractor may leave the concrete in place subject to the requirements of 346-11, otherwise, remove and replace the LOT of concrete in question at no additional expense to the Department. 346-10.3 Coring for Determination of Structural Adequacy: Furnish three undamaged core samples taken from the same approximate location as where the structural questionable concrete represented by the low strength concrete test cylinders was placed. Select the location of the drilled cores so that the structure is not impaired and does not sustain permanent damage after repairing the core holes. Obtain the approval of the Engineer to core, and of the core location prior to drilling. 346-10.4 Core Conditioning and Testing: The Department will test the cores in accordance with ASTM C 42 [ASTM C 42M]. The Engineer will make the determination whether to test the cores in a dry or wet condition. If the Engineer decides to test the cores in a wet condition, immerse the cores in water for at least 40 hours, and test the cores wet. The cores will be tested within 3-days after obtaining the samples. 346-11 Pay Adjustments for Low Strength Concrete. 346-11.1 General: Any LOT of concrete failing to meet the specified minimum strength as defined in 346-3, 346-9,346-10 and satisfactorily meeting all other requirements of the Contract Documents, including structural adequacy, the Engineer will individually reduce the price of each low strength LOT in accordance with this Section. 346-11.2 Basis for Pay Adjustments: When an acceptance strength test result falls more than 10% or 500 psi [3.5 MPa], whichever is greater, below the specified minimum strength, core samples may be obtained from the respective LOT of concrete represented by the low acceptance strength test result for determining pay adjustments. Price adjustment will be applied to the certified invoice price the Contractor paid for the concrete. 09/09 01000-106 03-4122.F .... . -, . . Do not core hardened concrete for determining pay adjustments when the 28-day acceptance cylinder strength test results are less than 500 psi [3.5 MPa] or 10%, whichever is greater, below the specified minimum strength. When the Contractor submits acceptable core samples to the Engineer for testing, the Engineer will determine payment reductions based upon th~ results of the strength tests. Both the Contractor and the Department shall accept the results of strength tests of the drilled cores, subject to 346-11.5 and 346-11.6, as final and in lieu of the cylinder strength test results for determining pay adjustments. 346-11.3 Coring for Determination of Pay Adjustments: Obtain the cores In accordance with 346-10.3. 346-11.4 Core Conditioning and Testing: The Department will test the cores In accordance with 346-10.4. 346-11 .5 Core Strength Representing Equivalent 28-Day Strength: For cores tested no later than 42 days after the concrete was cast, the Engineer will accept the core strengths obtained as representing the equivalent 28-day strength of the lOT of concrete in question. The Engineer will calculate the strength value to be the average of the compressive strengths of the three individual cores. The Engineer will accept this strength at its actual measured value. 346-11.6 Core Strength Adjustments: For cores tested later than 42 days after the concrete was cast, the Department will establish the equivalency between 28-day strength and strength at ages after 42 days based on test data developed by a Department approved testing laboratory to relate strength at the actual test age to 28-day strength for the particular class of concrete and design mix represented by the cores. Obtain such data at no additional expense to the Department. When such data is not available and cannot be produced, as determined by the Department, the Department will determine the equivalent 28-day strength by adjusting the tested core strengths according to the following relationship: 346-11.6.1 Portland Cement Concrete without Pozzolan or Slag: Equivalent 28-Day Strength, f' c (28) = 1/F (Average Core Strength) x II . ..., I . ,., . ,., . ,., . ., . 1 . II . II r"""I 100, . where: ro, F = 4.4 + 39.1 (In x) -3.1 (In X)2 (Type I Cement) F = -17.8 + 46.3 (In x) -3.3 (In X)2 (Type II Cement) F 48.5 + 19.4 (In x) -1.4 (In x)2(Type III Cement) . ., x number of days since the concrete was placed In = natural log 346-11.6.2 Pozzolanic-Cement Concrete: Equivalent 28-day compressive strength f'e (28), where: ....., . . . ( 8.31 )"276 f'e (28) == 0.490 x f'e (t)x e f (Type I Cement) f'e(28) = 0.730xf'e (t)xee':9)"'14 (Type II Cement) f'e (28) = 0.483 x f'e (t)x )5.~8r91 (Type III Cement) II . I' .., . r'I 09/09 01000-107 03-4122.F . .., . II . f' e (t) = Average Core Strength at time t (psi) ,.., t = time compressive strength was measured (days) . 346-11.6.3 Slag-Cement Concrete: Equivalent 28-day compressive strength = f'e (28), where: f'e (28) = 0.794x f'e (t)x )7.~6r06 f'e (28) = 0.730x f'e (t)x )6.~2r747 (Type I Cement) r-, . .., . (Type II Cement) ..., ..., . f'e (28) = 0.826 x f'e (t)x )2.~6r72 (Type III Cement) f'e (t) =Average Core Strength at time t (psi) . .., . t = time compressive strength was measured (days) 346-11.7 Calculating Pay Adjustments: The Engineer will determine payment reductions for low strength concrete, accepted by the Department and represented by either cylinder or core strength test results below the specified minimum strength, in accordance with the following: Reduction in Pay is equal to the reduction in percentage of concrete cylinder strength (specified minimum strength minus actual strength divided by specified minimum strength) . For the elements that payments are based on the per foot [meter] basis, the Engineer will adjust the price reduction from cubic yards [cubic meters] basis to per foot [meter] basis, determine the total linear feet [meter] of the elements that are effected by low strength concrete samples and apply the adjusted price reduction accordingly. .., . r-. . 1""1 . .., . ,..., 347 PORTLAND CEMENT CONCRETE - CLASS I (NONSTRUCTURAL). (REV 8-3-05) (FA 8-9-05) (1-06) . r'1 SECTION 347 (Pages 301-304) is deleted and the following substituted: . .., SECTION PORTLAND CEMENT CONCRETE - CLASS I (NONSTRUCTURAL) 347 . r"1 . 347-1 Description. The requirements of this Section are applicable to concrete designated as Class I (Nonstructural), hereinafter referred to as concrete. Use concrete composed of a mixture of portland cement, aggregates, and water, with or without chemical admixtures, slag, or pozzolanic materials. Deliver concrete to placement site in a freshly mixed, unhardened ,.., . ...... . .., 09/09 01000-108 03-4122.F - ~ . " . state. Ensure the concrete is placed and cured in a manner to ensure that the strength and durability of the concrete is maintained. ..., . 347-2 Materials. 347 -2.1 General: Certify that all materials used in concrete are from Department approved sources, and free from frozen or other detrimental matter. Meet the following requirements: (a) Portland Cement ..............................Section 921 * (b) Fine Aggregate...................................Section 902 (c) Coarse Aggregate............................... Section 901 (d) Water............................................... Section 923 (e) Chemical Admixtures ..........................Section 924 (f) Pozzolans and Slag.............................. Section 929 * The heat of hydration requirements of Section 921 is not applicable to nonstructural concrete. Portland cements meeting the requirements of AASHTO M-85 or ASTM C 150 are allowed for nonstructural concrete. . II . .... .., . II . ., 347-2.2 Admixture Requirements: Chemical admixtures may be added at the dosage rates recommended by the manufacturer. 347-2.3 Substitution of Materials: Approved material sources may be substituted for similar materials indicated on the originally approved mix design. Use originally approved mix components and proportions, when unsatisfactory test results are obtained from the use of the substituted material(s). 347-2.4 Material Storage: Use a concrete production facility that meets the following requirements: 347-2.4.1 Cementitious Materials Storage: Provide a separate and clearly labeled weatherproof facility to store each brand or type of cementitious material without mixing or contamination. Provide a suitable, safe and convenient means of collecting cementitious material samples at each storage facility. 347-2.4.2 Aggregate Storage: Provide suitable bins, stockpiles or silos to store and identify aggregates without mixing, segregating or contaminating different grades or types of materials. Identify Department approved pit number and aggregate type/gradation. Handle the aggregates in a manner to minimize segregation and meet the specification requirements when recovered from storage. Continuously and uniformly sprinkle coarse aggregate with water, for 24 hours preceding introduction into the concrete mix. Maintain stored aggregates in a well-drained condition to minimize free water content. Provide access for the Engineer to sample the aggregates from the recovery side of the storage facility. " . -, . .., . "1 . 11 . n . . -, 347-3 Production, Mixing and Delivery. 347-3.1 Concrete Production Requirements: Deliver concrete from a production facility that is certified by the National Ready-Mixed Concrete Association (NRMCA) or approved by the District Materials Office. The District Materials Office may inspect the concrete production facility's to verify compliance with the Specifications. Produce concrete utilizing equipment that is in good operating condition and operated in a manner to ensure a consistent product. Within two hours prior to each day's batching, ensure that the concrete production facility determines the free moisture for the coarse and fine aggregates. On concrete placements expected to exceed three hours, perform an additional . 1"'"1 . ,.., . ..... . 09/09 01000-109 03-4122.F II - r"1 . , . ., . moisture test approximately half way through the batching operations and adjust batch proportions accordingly. Ensure that the calibration of the measuring devices of the concrete production facilities meets the requirements of Chapter 531 of the Florida Statutes. At least quarterly, ensure that all scales, meters and other weighing or measuring devices are checked for accuracy by a qualified representative of a scale company registered with the Bureau of Weights and Measures of the Florida Department of Agriculture. Have the accuracy of admixture measuring dispensers certified annually by the admixture supplier. When Volumetric Mixers are used, deliver concrete in accordance with the requirements of Volumetric Mixer Manufactures Bureau (VMMB) and ensure that the vehicle has a VMMB registered rating plate. 347-3.2 Mixers: Ensure that mixers are capable of combining the components of concrete into a thoroughly mixed and uniform mass, free from balls or lumps of cementitious materials, and capable of discharging the concrete uniformly. Operate concrete mixers at speeds per the manufacturer's design. Do not exceed the manufacturer's rated capacity for the volume of mixed concrete in the mixer, mixing drum, or container. 347-3.3 Delivery: The maximum allowable mixing and agitation time of concrete is 120 minutes. 347-3.4 Small Quantities of Concrete: With approval of the District Materials Engineer, small quantities of concrete, less than 3 yd3 placed in one day and less than 0.5 yd3 placed in a single placement may be accepted using a pre-bagged mixture. The Engineer will verify that the pre-bagged mixture is prepared in accordance with the manufactures recommendations and will meet the requirements of this Specification. ..., . ,., . ,.., . II . .., . ,., . ., . ,..., 347-4 Control of Quality. 347-4.1 Concrete Mix Design: Before producing any concrete, submit the proposed mix design to the Engineer on a form provided by the Department. Use only concrete mix designs having prior approval of the Engineer. Materials may be adjusted provided that the theoretical yield requirement of the approved mix design is met. Show all required original approved design mix data and batch adjustments and substituted material on the Department concrete delivery ticket. The Engineer may disqualify any concrete production facility for non-compliance with Specification requirements. 347-4.2 Sampling and Testing: The Engineer may sample and test the concrete at their discretion to verify its quality. The minimum 28-day compressive strength requirement for this concrete is 2,500 psi. 347-4.3 Records: Maintain the following records for review for at least three years after final acceptance of the project: 1. Approved concrete mix designs. 2. Materials source (delivery tickets, certifications, certified mill test reports). 3. A copy of the scale company or testing agency report showing the observed deviations from quantities checked during calibration of the scales and meters. 4. A copy of the documentation certifying the admixture weighing/measuring .., . . r1 . ,.., . ..., . II . .., . devices. 1"'"1 5. Recent NRMCA, VMMB or Department inspection records certifying the plant or truck can produce concrete and documentation showing that action has been taken to correct deficiencies noted during the inspections. . r"'1 09/09 01 000-11 0 03-4122.F - ...., . ,., . II . r'1 . , . r'l . ,.., . " . r"1 . fM) . ..., . ,.., . .-, . -. . II . r'1 . .., . ,.., . II . 347-5 Certification and Acceptance. 347-5.1 General: Furnish an electronic Delivery Ticket with each batch of concrete before unloading at the placement site. The Department will provide an example of the Delivery Ticket Form. The concrete producer may use an alternate form provided that it contains the required information. Record material quantities incorporated into the mix on the Delivery Ticket. Ensure that the Batcher responsible for producing the concrete, certifies that the batch was produced in accordance with Specification requirements, signs the Delivery Ticket. Sign the Delivery Ticket certifying that the concrete was batched, delivered and placed in accordance with these Specifications. Acceptance by the Department will be by Certification on the Delivery Ticket, as described herein, by the Batcher and the Contractor. The Engineer will hold the Contractor responsible for rejecting loads of concrete that do not meet the minimum compressive strength requirements. Delineate and replace, at no cost to the Department, all concrete that does not meet the 28-day compressive strength requirements or has any cracking greater than 1/4 inch in width or 1/4 inch in vertical displacement. Any spalling or flaking off of the surface layer that exposes the rough, pitted aggregate surface in excess of 10 square inches is to be removed and replaced in accordance with 347-5.2. Sidewalk, ditch pavement, slope pavement, Traffic Separator, or curb and gutter having any intersecting cracks visible in the dry concrete (regardless of size) will be removed and replaced in accordance with 347-5.2. At the sole option of the Department, the Engineer may accept concrete at a reduced pay when it is determined that the concrete will serve its intended function. If any uncontrolled cracks appear during the life of the Contract unacceptable to the Engineer, remove and replace the concrete in accordance with 347-5.2 at no expense to the Department. 347-5.2 Remedial Action: Remedial action will be the removal and replacement of all concrete to the full depth and width. Sidewalk, Curb and Gutter, Ditch Pavement and Traffic Separator: Begin saw cutting 2 1/2 feet either side or above and below the crack or at the nearest joint, remove and replace the 5 foot section encompassing the crack. Slope Pavement: Saw cut each scored joint above and below the crack and replace the entire section between the saw cuts, ensuring the section removed and replaced encompasses the crack. 425 INLETS, MANHOLES, AND JUNCTION BOXES. (REV 4-26-05) (FA 8-18-05) (1-06) SUBARTICLE 425-3.2 (Page 387) is deleted and the following substituted: 425-3.2 Gratings: Use gratings and frames fabricated from structural steel galvanized in accordance with the requirements of ASTM A 123. 09/09 01 000-111 03-4122.F .... . r'1 . 430 FINAL PIPE INSPECTION. (REV 12-5-05) (FA 12-14-05) (5-06) ..., . SUBARTICLE 430-4.8 (Pages 393 and 394) IS deleted and the following substituted: ..., ...., . 430-4.8 Final Pipe Inspection: Based on Contract pavement type, upon completion of placement of concrete pavement or the placement of structural asphalt, but prior to placement of asphalt friction course, dewater installed pipe and provide the Engineer with a video recording schedule allowing for pipe videoing and reports to be completed and submitted to the Department and reviewed prior to continuation of pavement. For pipe 48 inches [1,200 mm] or less in diameter, provide the Engineer a video DVD and report using low barrel distortion video equipment with laser profile technology, non-contact video micrometer and associated software that provides: 1. Actual recorded length and width measurements of all cracks . f"'1 . II . within the pipe. ., . 2. Actual recorded separation measurement of all pipe joints. 3. Pipe ovality report. 4. Deflection measurements and graphical diameter analysis report in terms of x and y axis. 5. Flat analysis report. 6. Representative diameter of the pipe. 7. Pipe deformation measurements, leaks, debris, or other damage or r'l . ., . defects. ~, 8. Deviation in pipe line and grade, joint gaps, and joint misalignment. Laser profiling and measurement technology must be certified by the company performing the work to be in compliance with the calibration criteria posted at: http://www.dot.state.fl.us/construction/Contractorlssues/Laser .htm Reports may be submitted in electronic media if approved by the Engineer. For video recorded, laser profiled pipe that indicates deflection that appears to be in excess of that allowed by Specification, the Engineer may require further testing of the pipe. If directed by the Engineer, test pipe using a mandrel. The mandrel shall be pulled by hand and be approved by the Engineer prior to use. If use of a mandrel is selected as the means of further testing, the mandrel's diameter, length, and other requirements shall conform to 430-4.8.2. Remove, replace and retest pipe failing to meet the specific deflection requirements for the type of pipe installed, at no cost to the Department. Should the deflection test prove that the pipe met Specifications, the Department will bear the cost of the deflection testing. The Engineer may waive this requirement for side drains and cross drains which are short enough to inspect from each end of the pipe. 430-4.8.1 Video Report: Provide a high quality DVD in a MPEG2 format video with a standard resolution of 720 x 480. Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe. Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90 degree angle with the axis of the pipe and rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera's view or interfere with proper documentation of the pipe's condition. ,.., . . ,., . .., . .., . ., . r'l . ,.., . ...... 09/09 01 000-1 1 2 03-4122.F - 1"'1 . " . The video image shall be clear, focused, and relatively free from roll, static, or other image distortion qualities that would prevent the reviewer from evaluating .., the condition of the pipe. The video will include identification before each section of pipe . filmed. The identification will include the project number, the structure number corresponding to the structure number on the set of plans for the project, size of pipe, the ,.., date and time, and indicate which pipe is being filmed if multiple pipes are connected to . the structure. Notes should be taken during the video recording process. Provide the Engineer with copies of these notes along with the video. Ii Move the camera through the pipe at a speed not greater than 30 feet . per minute [10 meters per minute]. Mark the video with the distance down the pipe. The distance shall have an accuracy of one foot per 100 feet [300 mm in 328 meters]. Stop .., the camera and pan when necessary to document defects. Film the entire circumference at . each joint. 430-4.8.2 Mandrels: Use mandrels which are rigid, nonadjustable, odd- " numbered legged (minimum 9 legs) having a length not less than its nominal diameter. The . diameter at any point shall not be less than the allowed percent deflection of the certified actual mean diameter of the pipe being tested. The mandrel shall be fabricated of metal, ~ fitted with pulling rings at each end, stamped or engraved on some segment other than a . runner with the nominal pipe size and mandrel outside diameter. ,., . 449 PRECAST CONCRETE DRAINAGE PRODUCTS. (REV 5-29-03) (FA 10-23-03) (7-04) " . ARTICLE 449-1 (Page 411). The fourth and fifth paragraphs are deleted and the following substituted: f"l . n Obtain precast concrete pipes from a plant that is currently on the Department's list of qualified precast concrete pipe plants and meet the requirements of Section 6.2 of Materials Manual which is available at the following URL: www.dot.state.fl.us/specificationsoffice/materialsmanual/section62.pdf . Obtain precast drainage structures from a plant that is currently on the Department's list of qualified precast drainage structures plants and meet the requirements of Section 6.3 of the Materials Manual which is available at the following URL: www.dot.state.fl.us/specificationsoffice/materialsmanual/section63 .pdf . .., . 11 . ARTICLE 449-5 (Pages 414 and 415) is deleted and the following substituted: 1"'1 449-5 Fiber Reinforced Concrete Pipe. 449-5.1 Special Requirements for Fiber Reinforced Concrete Pipe: Use fiber reinforced concrete pipe meeting the requirements of ASTM C 1450. Use only pipes that are properly marked. Use pipe meeting the applicable material requirements set forth in 449-2. In addition, fiber reinforced concrete pipe must be designated Class S, Class I, Class II, Class III or Class IV. The corresponding strength requirements are given in the following table: f"l . ..., . . II . ....., 09/09 01 000-11 3 03-4122.F - r"""I . 1"'"1 Minimum Long-Term Service D-Load Pipe Class lb/ft/ft [N/m/mm] S 600 [30] I 800 [40] II 1,000 [50] III 1,350 [65] IV 2,000 [100] . ,., . ., . II Ensure the relationship between short-term crush loads required to achieve 100-year long-term design loads and the relationship between the saturated and dry crush loads are provided. The minimum dry crush load can not be less than a factor of 2 times the long-term service load. The short term crush load will be determined as required in Section 10.2 of ASTM C 1450 except the specimen will be tested by the appropriate section of ASTM C 497 [ASTM C 497], External Load Crushing Strength by the Three- Edge Bearing Test Method. . "1 . ..., . II . 520 CONCRETE GUTTER, CURB ELEMENTS, AND TRAFFIC SEPARATOR. (REV 6-8-05) (FA 6-29-05) (1-06) " . ARTICLE 520-12 (Page 588) is expanded by the following new Subarticle: r-. . 520-12.5 Asphalt Curb Pad: When detailed in the plans this material shall be included in the Contractors unit price for the item in which it is used. SUBARTICLE 12.5 (Page 588) is deleted and the following substituted: ,.., . 520-12.6 Payment Items: Payment will be made under: Item No. 520- 1- Concrete Curb and Gutter - per foot. Item No. 2520- 1- Concrete Curb and Gutter - per meter. Item No. 520- 2- Concrete Curb - per foot. Item No. 2520- 2- Concrete Curb - per meter. Item No. 520- 3- Concrete Valley Gutter - per foot. Item No. 2520- 3- Concrete Valley Gutter - per meter. Item No. 520- 4- Special Concrete Gutter - per foot. Item No. 2520- 4- Special Concrete Gutter - per meter. Item No. 520- 5- Concrete Traffic Separator - per foot. Item No. 2520- 5- Concrete Traffic Separator - per meter. Item No. 520- 6- Concrete Shoulder Gutter - per foot. Item No. 2520- 6- Concrete Shoulder Gutter - per meter. Item No. 520- 70- Concrete Traffic Separator - per square yard. Item No. 2520- 70- Concrete Traffic Separator - per square meter. . .., P"'l . ..., . .., . ..., . .., . -. . I"""t 09/09 01 000-1 1 4 03-4122.F - ..., . , . 521 CONCRETE BARRIERS, TRAFFIC RAILING BARRIERS AND PARAPETS. (REV 1-3-06) (FA 1-10-06) (7-06) II . SECTION 521 (Pages 589-591) is deleted and the following substituted: II SECTION CONCRETE AND PARAPETS BARRIERS, TRAFFIC RAILING 521 BARRIERS . .., . 521-1 Description. Construct Precast or Cast In Place concrete barriers, traffic railing barriers and parapets, herein referred to as "Barrier Wall", in accordance with the Design Standards and/or details shown in the plans. Use stationary removable forms or sliding forms to construct the barrier wall. Do not use permanent precast concrete barrier wall on bridge or box culvert structures. Provide written certification from the manufacturer of the Precast Barrier Wall that the Barrier Wall meets the requirements of this Section. Barrier Wall is produced using certification acceptance; therefore, assume responsibility for performance of all quality control testing and inspections required by Sections 346 and 400 for Barrier Wall construction. Perform all Quality Control Testing and inspections using CTQP qualified testing personnel. Perform compressive strength testing in a laboratory inspected by CCRL or CMEC. Ensure that each shipment of products to the job site includes a list of products shipped and the required written certification statement for each product. Provide this list and certification(s) to the Engineer. ...... . r'l . ,., . ..., . .., . ...., 521-2 Materials. Meet the following requirements: Portland Cement Concrete.................................. Section 346 Reinforcing Steel.............................................. Section 415 Joint Materials .................................................Section 932 Reflector Elements ............................ ....... ......... Section 993 ...., . . ..., 521-3 Use of Precast Temporary Barrier Wall. 521-3.1 General: Meet the requirements of 102-9.5.2. 521-3.2 Precast Temporary Barrier Wall Meeting the Requirements of the Design Standards, Index No. 415: Use Precast Temporary Barrier Wall when certification is provided to the Engineer that the Precast Temporary Barrier Wall was constructed in accordance with and meets the requirements of the Design Standards, Index No. 415, and meets the approval of the Engineer. 521-3.3 Procurement of Proprietary Precast Temporary Barrier Wall: Obtain and use Precast Temporary Barrier Wall listed on the Departments Qualified Products List (QPL) from a manufacturing plant that is currently on the Department's list of the qualified Precast Concrete Barrier Wall plants. Ensure each Precast Temporary Barrier Wall Section has permanent clear marking, showing the manufacture date, serial number, and manufacturer's name or symbol and the Department approved drawing number that it meets. The markings may be located on a plate, plaque, or cast in the panel. . II . ,., . ..., . ,.., . ,.., . ..., 09/09 01 000-11 5 03-4122.F - ,., . II . " . 521-3.4 Procurement of Precast Temporary Barrier Wall Meeting the Requirements of Design Standards, Index No. 414: Obtain and use Precast Temporary Barrier Wall from a manufacturing plant that is currently on the Department's list of the qualified Precast Concrete Barrier Wall plants. 521-3.5 Reflector Elements: Mount reflectors onto the barriers in accordance with the details shown in the plans and the Design Standards. ..., . II 521-4 Construction. 521-4.1 General: The Contractor may use stationary removable forms or slip form construction methods provided a completed barrier wall with acceptable alignment and finish is obtained. Construct forms of metal or timber with a form liner. Do not use forms which are damaged or are not in alignment. At no expense to the Department, remove and replace sections of barrier wall having unconsolidated concrete, surface blemishes, deviations in alignment or profile which exceed tolerances, or other defects which cannot be repaired to the satisfaction of the Engineer. 521-4.2 Stationary Form Construction: Provide precast or cast in place concrete barrier wall constructed using stationary forms in accordance with Section 400 and providing a Class 3 finish. Align and erect the stationary form so that all plane surfaces of the finished wall will have no deviation greater than 3/8 inch [10 mm] measured as an ordinate between the concrete and a 10 foot [3.048 m] straightedge. Correct all alignment deviations greater than 3/8 inch [10 mm]. Straightedge by half lapping the straightedge for the full length of all plane surfaces. 521-4.3 Slip Form Construction: When electing to use the slip form method in lieu of the stationary forming method, place the concrete with a slip form machine approved by the Engineer. Provide a finished texture to the slip formed barrier wall by hand troweling, brushing, or both to eliminate pockmarks, blemishes and any other discontinuities in surface texture. Ensure that the final finish has a fine texture and is free of pinholes, pockmarks, and blemishes. Remove and recast or repair sections of slip formed barrier wall having areas of unconsolidated concrete, having surface blemishes, and/or having pockmarks greater than 1/2 inch [1 3 mm] in diameter after hand troweling and brushing. Repair areas of unsatisfactory surface finish by hand methods using mortar screened from the concrete used to construct the barrier wall. Use the mortar screened from the barrier wall concrete only to fill holes and surface blemishes below the slip formed surface of the concrete. Do not use mortar as a surface overlay coating on the barrier wall concrete. During the finishing operation, while the concrete remains plastic, straightedge all plane surfaces of the slip formed barrier wall with a 10 foot [3.048 m] straightedge. Straightedge by half lapping the straightedge for the full length of the plane surfaces. Correct any deviation found during straightedging, greater than 3/8 inch [10 mm], measured as an ordinate between the concrete surface and the straightedge, in an approved manner at no expense to the Department. Do not use surface overlay coatings of mortar screened from the concrete, or surface overlay coatings of concrete to correct alignment deviations. . .., . ,., . r-"J . ..., . ..., . ...., . n . ,., . ~1 . ..., . ,.., . ..., 521-5 Curing. Meet the requirements of Section 400. . ...., . .... 09/09 01 000-11 6 03-4122.F - ..., . n . 521-6 Joints. 521-6.1 General: Place expansion and contraction joints in concrete barrier wall either mounted on or adjoining rigid structures in a manner similar to the type and method of jointing used in the supporting or adjoining structure or as shown in the Contract Documents. Place expansion and contraction joints in concrete barrier wall supported by soil or flexible foundation materials in the manner detailed in the plans. 521-6.2 Contraction Joints in Barrier Wall Supported by or Adjoining Rigid Structures: The Contractor may form or saw contraction joints. When sawing contraction joints, saw them as soon as the concrete has hardened sufficiently to permit sawing without raveling and before uncontrolled cracking occurs, but in no case later than 12 hours after casting. Match contraction joints to adjacent contraction joints in the structure. Space contraction joints at 15 to 30 foot [4.5 to 9.0 m] intervals. For barrier wall on bridge structures or approach slabs, space contraction joints as shown in the Contract Documents. 521-6.3 Expansion Joints in Barrier Wall Supported by or Adjoining Rigid Structures: Construct expansion joints at right angles to the face, and extend them through the entire cross-section of the barrier wall. Construct barrier wall expansion joints at the same location and width as the expansion joints in the structure on which the wall rests and at other locations shown in the Contract Documents. When constructing reinforced barrier wall, form expansion joints with an expansion filler material or removable forming materials and secure to the forms as required to provide proper position. When using slip forming to construct non-reinforced barrier wall, construct expansion joints as in reinforced barrier wall or saw the joint through the plastic concrete the full depth and width of the barrier section. Where using the plastic sawing method, place close fitting shields over the concrete on each side of the joint for protection during sawing and hand finishing of the concrete at the joint. r"l . r'l . .., . r"1 . r""') . q . .., . ,., . .... .., 521-7 Method of Measurement. The quantity to be paid for under this Section will be the plan quantity, in feet [meters], completed and accepted. The quantity will be measured along the top of the barrier wall from the begin to end station, including transitional and end sections, with no deduction for expansion joints or open joints. Barrier wall on bridge structures and approach slabs to be removed shall be included in the cost of Removal of Existing Structures. Barrier wall to be removed along roadways are included in the cost of clearing and grubbing, or if a pay item is included, in the cost of Removal of Concrete Barrier Wall. . . ,.., . .., . ,.., 521-8 Basis of Payment. Price and payment will be full compensation for all work specified in this Section, including all reinforcing steel, conduits, materials and incidentals necessary to complete the work. . Payment will be made under: Item No. 521- 1- Concrete Barrier Wall - per foot. Item No. 2521- 1- Concrete Barrier Wall - per meter. Item No. 521- 5- Concrete Traffic Railing Barrier (Bridge) - per foot. Item No. 2521- 5- Concrete Traffic Railing Barrier (Bridge) - per meter. Item No. 521- 6- Concrete Parapet (Bridge) - per foot. Item No. 2521- 6- Concrete Parapet (Bridge) - per meter. Item No. 521- 7- Retaining Wall System - per foot. ..., . ,.., . '-' . ..., 09/09 01000-117 03-4122.F . ,.., . ..., ,.., . Item No. 521- 72- Item No. 2521- 72- Item No. 521- 73- Item No. 2521- 73- Retaining Wall System - per meter. Retaining Wall System, Mounted with Sleeper Slab - per foot. Retaining Wall System, Mounted with Sleeper Slab - per meter. Concrete Barrier Wall - per foot. Concrete Barrier Wall - per meter. Removal - per foot. Removal - per meter. . Item No. 2521- 7- Item No. 521- 8- ..., . Item No. 2521- 8- .., . ..., 526 ARCHITECTURAL PAVERS. (REV 10-19-04) (FA 12-16-04) (7-05) . ,.., SECTION 526 (Pages 595-597) is deleted and the following substituted: . II . SECTION ARCHITECTURAL PAVERS 526 -. . 526-1 Description. Furnish and install architectural pavers and bedding material manufactured to ASTM standards. Other necessary elements and pay items of this type of paving, such as edge restraints, base and subbase materials are not covered in this Section. .., . 526-2 Materials. 526-2.1 General: Architectural pavers shall meet the following requirements: ,.., PROPOSED USE ASTM C 902 ASTM C 1272 ASTM C 936 (Brick Paver) (Brick Paver) (Concrete Paver) Roadways Do Not Use X Do Not Use Commercial Driveways Do Not Use X X Sidewalks and Medians X Do Not Use X Residential Driveways X Do Not Use X r, . '''I . . Ensure that the pavers are consistent in color, size and appearance. Architectural paver manufacturer, type, pattern, shape and/or color will be in accordance with plan details, when specified. 526-2.2 Architectural Pavers - Roadway: For installations on roadways and commercial driveways, provide architectural pavers having a minimum thickness of 3 1/8 inch [80 mm]. 526-2.3 Architectural Pavers - Sidewalk: For installations on sidewalks, medians and residential driveways, provide architectural pavers having a minimum thickness of 2 3/8 inch [60 mm]. 526-2.4 Bedding and Joint Sands: Provide clean, non-plastic bedding and joint sand, free from deleterious or foreign matter, natural or manufactured from crushed rock. Ensure the bedding sand meets the grading requirements of ASTM C 33 Standard Specification for Concrete Aggregate. .., . .., . n . ,....., . ., . .., 09/09 01 000-1 1 8 03-4122.F . .., . ..., II Ensure the joint sand meets the grading requirements of ASTM C 144 Standard Specification for Aggregate for Masonry Mortar. Bedding sand may be used for joint sand. Do not use joint sand for bedding . . sand. r"1 . 526-2.5 Bedding and Joint Grouts: A suitable grout, in thickness specified by the manufacturer and approved for use by the Architectural Paver manufacturer, may be substituted for either bedding sand, joint sand or both when specified in the plans and approved by the Engineer. ., . II 526-3 Construction Methods. 526-3.1 General: 526-3.1.1 Submittals: Prior to beginning placement, furnish to the Engineer, for approval, full size samples of architectural pavers to indicate type, pattern, shape and color. Also submit a certified sieve analysis for gradation of the bedding sand and joint sand. 526-3.1.2 Mock-ups: Prior to beginning placement, install a 6 by 6 foot [2 by 2 meter] paver area following these specifications. This area will be used to determine surcharge of the bedding material layer, joint sizes, lines, laying patterns and colors of the job. This area will be adjacent to an edge treatment, incorporated into the work, and will be the standard from which the work will be judged. 526-3.1.3 Environmental Conditions: Cover stockpiled materials with waterproof covering to prevent exposure to rainfall. Do not install bedding materials or architectural pavers during heavy rains or over wet substrata. 526-3.2 Installation: Install the architectural pavers in the following manner: A. Spread the bedding material evenly over the base course and screed to plan thickness, not to exceed a thickness of 1 1/2 inch [40 mm]. Do not disturb the screeded bedding material. Ensure placement of sufficient bedding material to stay ahead of the laid architectural pavers. Do not use the bedding material to fill depressions in the base course. B. Lay architectural pavers in the pattern(s) shown in the plans and maintain straight pattern lines. C. Joints between the architectural pavers, on average, will be between 1/16 to 3/16 inch [2 to 5 mm] wide. D. Fill gaps at the edges of the paved area with cut or edge architectural II . " . ..., . ,., . II . ,., . . r""'I . pavers. .., E. When utilizing bedding and joint sand: 1. Use a low amplitude vibrator capable of 5,000 foot-pounds [22 kN] with 7-100 Hz frequencies to vibrate and compact architectural pavers into bedding sand. 2. Vibrate the architectural pavers, sweeping dry joint sand into the joints and vibrating, until the joints are full. Do not vibrate within 3 feet [1 m] of the unrestrained edges of the architectural pavers. 3. At the end of each day, all work within 3 feet [1 m] of laying face must be left fully compacted, with sand-filled joints. 4. Sweep off the excess sand. F. Leave a final surface elevation of architectural pavers of 1/8 to 1/4 inch [3 mm to 6 mm] above adjacent drainage inlets, concrete collars or channels. . ., . ,., . ,.., . .., . ,.., 09/09 01 000-11 9 03-4122.F . ..., . r""I . G. Do not permit the final surface elevations of the pavers to deviate more than 3/8 inch [10 mm] under a 10 foot [3 m] long straightedge, or more than 1/8 inch ,..., [3 mm] between adjacent pavers. . 526-4 Method of Measurement. The quantity to be paid for will be the area in square yards [square meters] for Architectural Pavers, measured in place, completed and accepted. Measurement will be as specified in 9-1.3.1. No deduction will be made for the area(s) occupied by ornamental trees left within and any other areas occupied by manholes, inlets, drainage structures or by public utility appurtenances within the normal area(s) of the architectural pavers. " . ..., . ..., . 526-5 Basis of Payment. Price and payment will be full compensation for all work specified in this Section and the quantity, determined as provided above, will be paid for at the contract unit price per square yard [square meter] for Architectural Pavers. Payment shall be made under: Item No. 526- 1-1 Pavers, Architectural (Roadway) - per square yard. Item No. 2526- 1-1 Pavers, Architectural (Roadway) - per square meter. Item No. 526- 1-2 Pavers, Architectural (Sidewalk) - per square yard. Item No. 2526- 1-2 Pavers, Architectural (Sidewalk) - per square meter. II . .., . , . 536 GUARDRAIL. (REV 4-11-05) (FA 4-13-05) (1-06) ,.., SUBARTICLE 536-2.5 (Page 609) is deleted and the following substituted: . ,.., 536-2.5 Reflector Elements: Mount reflectors onto the guardrail in accordance with the details shown in the plans and the Design Standards. Provide reflectors that meet the requirements of 993-5. . r, ARTICLE 536-3 (Page 609) is deleted and the following substituted: . ,.., . 536-3 Setting Posts. Set standard length posts vertically to the depth shown in the Design Standards. Set special length posts vertically to the depth shown in the plans. Align and realign posts as necessary, until final acceptance. Where the posts are not set in concrete or mounted on structures, backfill the post holes with suitable thoroughly tamped material. As an alternate method, the Contractor may use a post-driving machine, meeting the approval of the Engineer and capable of driving the posts without damaging them. For guardrail post replacement, backfill and compact the existing hole prior to setting the new post. If driving timber posts, the Contractor may either block out holes in the asphalt for the posts during the asphalt paving operation or cut holes through the asphalt mat prior to the post installation. Blocked out holes or cut holes in the asphalt pavement shall be at least 50% larger than the sectional area of the timber post. After completing driving of the posts patch the area of asphalt around each post with fresh hot bituminous mixture. r, . II . .., . ,..., . ,., . ..., 09/09 01000-120 03-4122.F - ,.., . I , If driving steel posts, drive the post directly through the asphalt mat. Fill depressions or cracks with fresh, hot bituminous mixture in a manner meeting the approval of the Engineer. For either timber or steel post locations, in which rock, concrete or asphalt thicker than 2 inches [50 mm] exist, remove such material and backfill with suitable material, thoroughly tamped as detailed in the Design Standards. . .., . , . .., . 548 RETAINING WALL SYSTEMS. (REV 9-16-05) (FA 12-20-05) (7-06) " . SECTION 548 (Pages 616-623) is deleted and the following substituted: ..., . SECTION RETAINING WALL SYSTEMS 548 1"" 548-1 Description. Construct permanent and temporary retaining wall systems in accordance with this Section and in conformance with the lines, grades, design, and dimensions shown in the Contract Documents or established by the Engineer. Unless otherwise noted in the plans, provide a wall system listed on the Qualified Products List (QPL) based on the FDOT Wall Type shown in the plans. Sheet pile walls and Cast-In-Place walls are not included in this Specification. All other wall systems used to cut back existing slopes are paid for under the same pay item numbers shown in the Basis of Payment Article of this Specification. Construct all walls of a specific type (MSE (Mechanically Stabilized Earth), counterfort, etc) using the same wall system and supplier. If different types of wall systems must be used in a manner that causes one wall to interact with or influence another wall, coordinate the detailing of these areas of interaction/influence with the assistance of the Contractor's Engineer of Record. Obtain Precast Concrete Wall System from a manufacturing plant that is currently on the Department's list of qualified precast concrete plants. Provide written certification from the manufacturer of the Wall System that it meets the requirements of this Section. Ensure that each Wall System Component is permanently and legibly marked by etching on the back of each panel, the panel number or type, project number (when applicable), date cast and manufacturer's name or symbol. Ensure that each shipment of products to the job site includes a list of products shipped and the required written certification statement for each product. Provide this list and certification(s) to the Engineer. '"l . ,., . .., . ..., . r, . . II . -, 548-2 Materials. Purchase the precast components, soil reinforcement, attachment devices, joint filler, filter fabric, and all necessary incidentals from the wall supplier chosen. 548-2.1 Concrete: Ensure that concrete utilized for wall components is as specified in the Contract Documents and is consistent with the concrete class, environmental classification and admixture requirements for durability as stated in the Contract Documents. Produce and supply concrete for all wall components meeting the requirements of Section 346. . ..., . ,., . ..., . II 09/09 01 000-1 21 03-4122.F - .., . ,.., . Produce and supply concrete for the leveling pad meeting the requirements of Section 347. Assume responsibility for performance of all testing required by ,., Section 346. Use Department approved mix designs. . 548-2.2 Reinforcing Steel: Meet the requirements of Section 931 utilizing Grade 60 [420] (Black) steel. ,., 548-2.3 Soil Reinforcement: For walls utilizing soil reinforcement, use reinforcement . consisting of steel wire mesh, metal strips or structural geosynthetics as required for the wall system chosen. P'1 Use steel wire mesh and embedded loops shop fabricated from cold drawn . steel wire meeting the minimum requirements of ASTM A 82, and weld into the finished mesh fabric in accordance with ASTM A 185. Use steel strips hot rolled from bars to the ,., required shape and dimensions with physical and mechanical properties meeting . ASTM A 572 [ASTM A 572M] Grade 65 [450] or as shown in the Contract Documents. Use shop-fabricated hot rolled steel tie straps meeting the minimum requirements of .., ASTM A 570 [ASTM A 570M], Grade 50 [345], or as shown in the Contract Documents. . Ensure that steel reinforcing strips, tie strips, reinforcing mesh and connectors used in permanent walls are galvanized in accordance with ASTM A 123 ..., [ASTM A 123M] or ASTM A 153 [ASTM A 153M], as applicable. . Use structural geosynthetics made of polypropylene, select high density polyethylene or high-tenacity polyester fibers having cross-sections sufficient to permit r"'\ significant mechanical interlock with the soil/backfill. Use geosynthetics having a high . tensile modulus in relation to the soil/backfill. Use geosynthetics having high resistance to deformation under sustained long term design load while in service and resistant to II ultraviolet degradation, to damage under normal construction practices and to all forms of . biological or chemical degradation normally encountered in the material being reinforced. Store the geosynthetics in conditions above 200F [- rC] and not greater than II 1400F [60oC]. Prevent mud, wet cement, epoxy, and like materials from coming into . contact with and affixing to the geosynthetic material. Rolled geosynthetic may be laid flat or stood on end for storage. Cover the geosynthetic and protect from sunlight prior to ...., placement in the wall system. . Carefully inspect all reinforcement, steel and geosynthetics to ensure they are the proper size and free from defects that may impair their strength and durability. II 548-2.4 Attachment Devices: Use soil reinforcement attachment devices as . required by the wall system chosen. 548-2.5 Joint Materials and Filter Fabrics: " 548-2.5.1 Horizontal Joint Filler: Use elastomeric or polymeric pads/fillers in . all horizontal joints between precast components as recommended by the wall manufacturer. Ensure that the pads are of sufficient size and hardness to limit vertical II stresses on the pad and concrete surface and to prevent concrete to concrete contact at . the joints. 548-2.5.2 Joint Covers: Cover joints and other wall openings with geotextile .., fabric meeting the requirements of Section 985 and Type D-5 of the Design Standards, . Index No. 199. Apply an adhesive approved by the Engineer to the back of the precast component for attachment of the fabric material. 1"'"'1 548-2.5.3 Alignment Pins: Ensure that pins used to align the precast . components during construction are of the size, shape and material required for the wall system chosen. r1 . r, 09/09 01000-122 03-4122.F . .., . r"I . 548-2.6 Backfill Material: Meet the requirements of Sections 1 05, and 120 except as noted within this Section. Ensure that all backfill material used in the retaining wall ,..., volume is free draining (in-place permeability not less than 1 ft/day [300 mm/day]) and . meets the requirements of this Section. Have the backfill material tested for every soil type for pH, resistivity, sulfate and chloride content by a Department approved independent ., testing laboratory prior to placement. Provide certification to the Engineer, that the results . have met the requirements of this Section and are signed and sealed by a Professional Engineer, registered in the State of Florida. The retaining wall volume is defined to extend ,., from the top of the leveling pad or footing, or bottom of walls which do not have footing . or leveling pads, to the finish grade line and from the face of the wall to a vertical plane passing through the end of the extreme wall component (straps, counterforts, etc.) plus ., 1 foot [300 mm]. . For constructing the retaining wall volume, do not use backfill material containing more than 2.0% by weight of organic material, as determined by FM 1-T 267 ..., and by averaging the test results for three randomly selected samples from each stratum or . stockpile of a particular material. If an individual test value of the three samples exceeds 3%, the stratum or stockpile will not be suitable for constructing the retaining wall volume. ., Ensure that the plasticity index as determined by FM 1- T 090 does not . exceed six and the liquid limit as determined by FM 1- T 089 is less than 1 5. The pH, as determined by FM 5-550, shall not be lower than five and not higher than ten, unless " approved otherwise by the Engineer, as follows: For walls utilizing non-metallic soil . reinforcement, the Engineer may approve using a backfill with a pH value between three and ten, if no metallic structures, such as metallic pipes, are placed within the backfill. Do ,., not use backfill with a pH lower than three or higher than ten. . Use backfill for walls using soil reinforcements that meets the following gradation limits determined in accordance with FM 1-T 027 and FM 1-T 011: ,., r"'1 Sieve Size Percent Passing 3 1/2 inches [90 mm] 100 3/4 inch [19.0 mm] 70-100 No.4 [4.75 mm] 30-1 00 No. 40 [425 11m] 15-100 No. 100 [150 11m] 5-65 No. 200 [75 11m] 0-15 . . .., . ..., . In addition, for permanent walls utilizing metallic soil reinforcement, use backfill that meets the following electro-chemical test criteria for determining corrosiveness: . r'1 ,., Criteria Test Method Resistivity: > 30 Q.m FM 5-551 Sulfate content: < 200 PPM FM 5-553 Soluble chloride content < 100 PPM FM 5-552 . . ,.., . For walls not using soil reinforcement, use backfill that meets the following gradation limits determined in accordance with FM 1-T 027 and FM 1-T 011: ,..., . ,.., 09/09 01000-1 23 03-4122.F - ..., . -, Sieve Size Percent Passing 3 1/2 inches \[90 mm] 100 No. 200 1[75/lm] 0-15 . ,., . . 548-3 Concrete Component Construction. Construct concrete components in accordance with Section 400. Precast wall components are produced using certification acceptance; therefore, assume responsibility for performance of all quality control testing and inspections required by Sections 346 and 400 for the precast component construction. Perform all Quality Control inspection and testing using CTQP qualified personnel. Perform compressive strength testing in a laboratory inspected by CCRL or CMEC. The minimum time for form removal is 12 hours. Unless otherwise indicated in the Contract Documents, apply a Class 3 finish to the concrete surface for the front face, and roughly screed the rear face to eliminate open pockets of aggregate and surface distortions in excess of 1/4 inch [6 mm]. 548-3.1 Curing: Cure concrete components in accordance with Section 400. 548-3.2 Tolerances: Meet the following manufactured tolerances: 1. Precast Component Dimensions: Lateral position of soil reinforcement attachment devices-within 1 inch [25 mm]. All other dimensions-within 3/16 inch [5 mm]. 2. Precast Component Squareness: Angular distortion of the component shall not exceed 0.2 inches in 5 feet [5 mm in 1.5 m]. 3. Precast Component Surface Finish: Surface defects on smooth formed surfaces measured on a length of 5 feet [1.5 m] shall not exceed more than 0.1 inch [3 mm]. Surface defects on textured finished surfaces measured on a length of 5 feet. [1.5 m] shall not exceed 5/16 inch [8 mm]. 548-3.3 Marking of Precast Components: Clearly mark each precast components with the date of manufacture, the 346 concrete production LOT number and the piece- mark. .., . ., II . II . .-. . II . ,., . " . .., 548-4 Rejection of Precast Components. The Department will reject all precast concrete wall components not meeting the quality standard of this Section and referenced Specifications. In addition, any of the following defects will be sufficient cause for rejection by the Department: 1. Defects that indicate unsatisfactory molding. 2. Defects indicating honeycombed or open texture concrete. 3. Defects in the physical characteristics such as: Signs of aggregate segregation; Broken or cracked corners; Soil reinforcement attachment devices improperly installed/damaged; Lifting inserts not useable; Exposed reinforcing steel; Insufficient cover over reinforcing steel; Cracks at the alignment pipe or pin; Insufficient concrete compressive strength; Precast Component thickness in excess of :t 3/16 inch [:t 5 mm] from that shown in the Contract Documents; or Stained front face, due to excess form oil or other reasons. If the face of the precast component is stained or discolored to the point of rejection, the stain or discoloration may be removed or a Department approved stain or a .., . ...... . II . . ..., . 1"""1 . ...., . ...., 09/09 01000-124 03-4122.F . ,..., . -, . Class 5 finish may be applied to attain a uniform appearance for the entire structure, to the satisfaction of the Engineer. ., . , . 548-5 Handling Storage and Shipping. Handle, store and ship all components in a manner that prevents chipping, cracks, fractures, excessive bending stresses, mud, dirt and debris. Support precast components in storage on firm blocking located immediately adjacent to the attachment device. M 548-6 Construction Requirements. 548-6.1 General: Due to the unique nature of the structure and concept, procure from the Wall Supplier fully detailed shop drawings, technical instructions, guidance in preconstruction activities and on-site technical assistance during construction. Closely follow any instructions from the Wall Supplier, unless otherwise directed by the Engineer. Submit a copy of any instructions from the Wall Supplier to the Engineer. Verify all pertinent retaining wall information (soil parameters, wall alignment, utility locations, conflicting structures) prior to the Wall Supplier finalizing shop drawings. Bring any conflicts not shown in the Contract Documents to the Engineer's attention. 548-6.2 Wall Excavation: Excavate to the limits shown in the Contract Documents and in conformance with Section 1 25. 548-6.3 Foundation Preparation: Grade the foundation for the structure level for a width equal to or exceeding the limits of the retaining wall volume or as shown in the Contract Documents. Prepare the foundation in conformance with Section 125. In addition to the compaction requirements of Section 125, compact the graded area with an appropriate vibratory roller weighing a minimum of 8 tons [7 metric tons] for at least five passes or as directed by the Department's District Geotechnical Engineer. Remove and replace any soft or loose foundation subsoils which, are incapable of sustaining the required compaction to the Engineer's satisfaction. For permanent MSE wall systems, provide an unreinforced concrete leveling pad as shown in the Contract Documents. Cure the leveling pad a minimum of 12 hours before placement of precast wall components. 548-6.4 Wall Erection: Assemble, connect and support wall components as recommended by the Wall Supplier. As backfill material is placed behind the wall face, maintain the wall in the vertical position or slightly battered into the backfill to provide a final vertical alignment (by means of bracing, temporary wooden wedges placed in the joint at the junction of the two adjacent precast components on the external side of the wall or other alignment aids). Remove wooden wedges as soon as the precast component above the wedged precast component is completely erected and backfilled. External bracing is required for the initial lift of MSE systems. Place soil reinforcement normal to the face of the wall, unless otherwise shown in the Contract Documents or directed by the Engineer. Prior to placement of the reinforcement, compact the backfill in accordance with 548-6.5. 548-6.4.1 Tolerances for Permanent Walls: Ensure that vertical tolerances (plumbness) and horizontal alignment tolerances do not exceed 3/4 inch [20 mm] when measured with a 10 foot [3.048 m] straight edge. The maximum allowable offset in the joint between precast components is 3/4 inch [20 mm]. The final overall vertical tolerance of the completed wall (plumbness from top to bottom) shall not exceed 1/2 inch per 10 feet [5 mm per meter] of wall height. Horizontal and vertical joints between precast components shall not be less than 1/2 inch [13 mm] or more than 1 1/4 inch [30 mm]. " . , . .., . .., . r"1 . .., . ,., . . ...., . ..., . .., . -, . r-, . 1"'"1 . ......, 09/09 01000-125 03-4122.F - ~ - 1"'"1 . 1"'"1 . .., . .., . " . ,.., . ,., . ., . II . .., - r'I . ,.., . ..., . ..., . r"""I . II . .., . 1""'1 . Walls which do not meet these tolerances will not be accepted by the Department and must be removed and reconstructed at no cost to the Department. 548-6.4.2 Tolerances for Temporary Walls: Ensure that vertical tolerances (plumbness) and horizontal alignment tolerances do not exceed 3 inches [75 mm] when measured with a 10 foot [3.048 m] straight edge. The final overall vertical tolerance of the completed wall (plumbness from top to bottom) shall not exceed 1 inch per 3 feet [13 mm per meter] of wall height, not to exceed a total of 6 inches [150 mm]. Walls which do not meet these tolerances will not be accepted by the Department and must be removed and reconstructed at no cost to the Department. 548-6.5 Backfill Placement: Perform work in accordance with an approved Quality Control Plan (QCP) meeting the requirements of 6-8. A LOT is defined as a single lift of finished embankment not to exceed 500 feet [150 m] in length. Isolated compaction operations will be considered as separate LOTs. For multiple phase construction, a LOT will not extend beyond the limits of the phase. Place the backfill closely following the erection of each course of precast components or soil reinforcement layers and spread by moving the machinery parallel to the wall face. Do not allow equipment heavier than 8 tons [7.5 metric tons] closer than 3 feet [1 m] behind the wall face. Place backfill in a manner to avoid any damage or disturbance to the wall materials or misalignment of the facing materials. Remove and replace any wall materials which become damaged or disturbed during backfill placement at no cost to the Department, or correct as directed by the Engineer. Remove and reconstruct any misalignment or distortion of the wall facing due to placement of backfill outside the limits of this specification at no cost to the Department. Sheepfoot, grid rollers or other types of equipment employing a foot are not allowed. Achieve compaction within 3 feet [1 m] of the back of the wall face using a power operated roller or plate weighing less than 1,000 Ibs [450 kg]. At a distance greater than 3 feet [1 m] from the back of the wall, a vibratory roller may be used, provided that the frequency and amplitude combined with bulk weight of the roller has performed satisfactorily at a trial section of the same type of wall. A smooth wheel or rubber tire roller is considered adequate. Ensure that the maximum lift thickness after compaction does not exceed 6 inches [150 mm]. Decrease the lift thickness if necessary, to obtain specified density. Perform backfill compaction in a way that the compactor moves in a direction parallel to the wall face and proceeds from a distance not less than 3 feet [1 m] behind the wall face toward the end of the soil reinforcement element. Ensure that the moisture content of the backfill material prior to and during compaction is uniformly distributed throughout each layer of material. Use backfill material having a placement moisture content at the dry side of the Optimum Moisture content. To achieve the required compaction moisture content, use water that meets the requirements of Section 923. Do not use saltwater. Do not transport excessively moist backfill materials to the site for any reason. The Engineer will determine the Optimum Moisture Content in accordance with FM 5-521. At the end of each day's operation, shape the last level of backfill to permit runoff of rainwater away from the wall face or provide a positive means of controlling run off away from the wall such as temporary pipe, etc. 09/09 01000-126 03-4122.F ,.., - ..., .., 548-7 Acceptance Program. 548-7.1 General Requirements: Meet the requirements of 120-10.1 except delete the requirement of 120-10.1.4.1, 120-10.1.6 and 120-10.2. 548-7.2 Maximum Density Determination: Determine a minImum Quality Control (QC) density of 100% of the maximum density in accordance with FM 1 T-180. 548-7.3 Density Testing Requirements: Ensure compliance with the requirements of nuclear density testing in accordance with FM 1- T 238. Determine the in-place moisture content for each density test. Use FM 1-T 238, FM 5-507 (Determination of Moisture Content by Means of a Calcium Carbide Gas Pressure Moisture Tester), or FM 5-535 (Laboratory Determination of Moisture Content of Granular Soils By Use of a Microwave Oven) for moisture determination. Perform these tests at a minimum frequency of one set of tests per lOT. One set of tests is defined as a density test for the fill within 3 ft [1 m] behind the wall face and another density test for the fill beyond 3 feet [1 m] behind the wall face. Determine test locations including stations and offsets, using the random number generator provided by the Engineer. Do not use note pads or work sheets to record data for later transfer to the density log book. Notify the Engineer upon successful completion of QC testing on each LOT. 548-7.4 Acceptance Criteria: Obtain a minimum density of 90% of the maximum dry density as determined by FM 1 T -1 80within 3 ft [1 m] behind the wall face and obtain a minimum density of 95 % of the maximum dry density as determined by FM 1 T -180 from beyond 3 feet [1 m] behind the wall face. 548-7.5 Frequency: Conduct sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below. . .., . " . . ,., . ., . f"1 . .., . ., . r, Test Name Quality Control Verification Maximum Density One per soil type One per soil type Density One set of tests per LOT per One set of tests per four LOTs for each Section. ~ype of QC test. "'1 . . r , 548-8 Certification. Furnish a copy of all test reports which are necessary to document compliance with the Specifications, at least ten days prior to wall construction. Also furnish the Engineer a Certificate of Compliance certifying that the retaining wall materials, backfill and construction practices comply with this Specification. Acceptance of furnished material will be based on the Certificate of Compliance, accompanying test reports, and visual inspection by the Engineer. . ,..., . ., . 548-9 Method of Measurement. The quantity to be paid for will be the plan quantity, in square feet [square meters], completed and accepted, of the area bounded by the top of the coping, the top of the leveling pad, top of structural footings, bottom of walls which do not have footings or leveling pads, and the beginning and end wall limits as shown on the wall control drawings. ,.., . ,.., . ...., . r-I 09/09 01000-127 03-4122.F . .., . -, . ..., 548-10 Basis of Payment. Price and payment will be full compensation for all work specified in this Section, including the design of the wall system, excavation required specifically for wall construction below the normal roadway template, soil reinforcement, leveling pad, footings, copings, fabric material, horizontal joint materials, alignment pins, repairs, labor, equipment, and other materials necessary to complete the wall in an acceptable manner as shown on the Contract drawings. The cost of granular fill for the normal roadway template will be included in the cost of embankment or borrow excavation, as applicable. Payment will be made under: Item No. 548-12- Retaining Wall System (Permanent)-per square foot. Item No. 2548-12- Retaining Wall System (Permanent)-per square meter. Item No. 548-13- Retaining Wall System (Temporary)-per square foot. Item No. 2548-13- Retaining Wall System (Temporary)-per square meter. . .., . .., . , . ,., . 560 SHOP, FIELD AND MAINTENANCE COATING OF STRUCTURAL STEEL. (REV 8-22-05) (FA 8-22-05) (1-06) ., . SECTION 560 (Pages 650-657) is deleted and the following substituted: ,., . SECTION SHOP, FIELD OF STRUCTURAL STEEL AND MAINTENANCE 560 COATING ,., . 560-1 Description Perform the shop, field and maintenance coating of structural steel surfaces in accordance with the Society for Protective Coatings (formerly Steel Structures Painting Council) (SSPC) PA 1, AASHTO/NSBA Steel Bridge Collaboration S 8.1 and this Specification. This Specification includes the preparation of the steel surfaces and the application, drying, and cure of coatings. '"l . 1""1 . . 560-2 Materials. 560-2.1 Coating System: Use only coating products and systems meeting the requirements of Section 975 and listed on the Departments Qualified Products List (QPL). 560-2.2 Thinners and Cleaners: Use only thinners and cleaners meeting the coating manufacturers' recommendations. 560-2.3 Sealants/caulking: Use only sealants and caulk listed as part of the coating system on the QPL and recommended by the coatings manufacturer. 560-2.4 Soluble Salts Test Kit: Ensure the surface treatment materials are approved by the coating manufacturer. Use soluble Salt Test kits that meet the following requirements: contains all materials, supplies, tools and instructions for field testing and on-site quantitative evaluation; the extract solution is factory pre-measured, pre-packaged, and of uniform concentration; all components and solutions are mercury free and environmentally friendly; contains a factory sealed titration device and contains new materials and solutions for each test. Ensure the test container (vessel, sleeve, cell. etc.) creates a sealed, encapsulated environment during ion extraction. II II . II . .., . ...., . II . ..., 09/09 01000-128 03-4122.F - .., . n ., Ensure the test container is suitable for testing the following steel surfaces: horizontal (up/down configuration), vertical, flat, curved, smooth, pitted, and rough. Ensure the kit uses a test container, with resulting ion extract solution, as the titration container. Ensure the Ion concentrations are directly measured In micrograms per square centimeter without using either conversion charts or tables. 560-2.5 Abrasives: Use abrasive materials that meet the requirements of SSPC-AB 1, Mineral and Slag Abrasives, SSPC-AB 2, Cleanliness of Recycled Ferrous Metallic Abrasives, or SSPC-AB 3, Newly Manufactured or Re-Manufactured Steel Abrasive and do not introduce any contamination that interferes with the coating application and performance. Provide certification to the Engineer that the abrasives used do not contain any chlorides and other salts. Ensure recycled abrasive meets all requirements of this Specification each time it is placed in the blast pot. 560-2.6 Rust Preventative Compound: Use a rust preventative compound that meets the requirements of Federal Standard TP 664. . ,.., . ..., . . ,., . ., . I' . 560-3 Equipment. 560-3.1 Compressed Air: Use a compressed air system capable of delivering clean, dry, continuous nozzle pressure to achieve the required surface cleanliness and profile or spray pattern. The system must comply with the instructions and recommendations of the manufacturer of the abrasive blasting system or coating application system. 560-3.2 Abrasive Blasting System: Design the blasting system to produce the specified cleanliness and profile. 560-3.3 Coating Application System: Use the coating application equipment approved by and in accordance with the Coating Manufacturer's technical data requirements. .., . .., . '1 . ,.., 560-4 Environmental, Health and Safety Requirements. Isolate the work areas with containment devices canvasses, tarpaulins or screens, during all cleaning and coating operations. Dispose of all debris and waste products generated in accordance with all Federal, State and Local regulations. Requirements for lead abatement are covered in 560-1 6. . .., . ,.., 560-5 Quality Assurance. Develop a QC plan in accordance with Specification 105. Ensure that all inspection equipment is maintained, calibrated and in good working condition. Furnish and erect scaffolding to the satisfaction of the Engineer to facilitate safe inspection of all surface preparation and coating application. Ensure that all activities are observed and approved by a coatings inspector. . ,.., . ,., 560-6 Personnel Qualifications. Provide documentation to the Engineer that all personnel performing surface preparation or coating application are certified by the American Institute of Steel Construction (AISC) Sophisticated Paint Endorsement or the Society for Protective Coatings (formerly Steel Structures Painting Council) (SSPC) to the requirements of SSPC . II . ..., . ..., 09/09 01000-129 03-4122.F . ,.., . II . OP 1, OP 2 and OP 3, as appropriate to the Method of Coating Application, prior to Contract award. Provide documentation to the Engineer that all personnel performing coating inspections are NACE CIP certified or are reporting directly to a NACE CIP certified inspector. Certification must be maintained for the duration of the Contract. If certification expires, the firm will not be allowed to perform any work until the certification is reissued. Requests for extension of time for any delay to the completion of the project due to an inactive certification will not be considered and liquidated damages will apply. Notify the Engineer of any change in Contractor certification status. ,.., . II . ,.., . -. 560-7 Surface Preparation. 560-7.1 Surface Cleaning: Ensure all surfaces to be coated are clean, dry, and free from oil, grease, dirt, dust, soluble salts, corrosion, peeling coating, caulking, weld spatter, mill scale and any other surface contaminants. Prepare all surfaces that will become inaccessible after fabrication, erection, or installation while accessible. Sequence the surface preparations and coating operations so that freshly applied coatings will not be contaminated by dust or foreign matter. Protect all equipment and adjacent surfaces not to be coated from surface preparation operations. Protect working mechanisms against intrusion of abrasive. In the event that any rusting or contamination occurs after the completion of the surface preparation, clean the surfaces again to the initial requirements. All corners resulting from sawing, burning, or shearing operations must be broken. Clean all welds and prepare the area within 2 inches [50 mm] of welds by blast cleaning, power wire brushing, water scrubbing, or chemically scrubbing to remove all detrimental welding deposits and to create a surface profile meeting the coating manufacture requirements. 560-7.1.1 Degreasing: Degrease by solvent cleaning, detergent washing, or steam cleaning in accordance with SSPC-SP 1. 560-7.1.2 Water Washing: When high levels of chloride or other undesirable contaminants are found on the surfaces, water wash using standard industrial pressure cleaners with a pressure versus volume output balance that will ensure thorough cleaning. 560-7.1.3 Soluble Salts Detection and Removal: Determine the chloride, sulfate and nitrate concentrations on all structure surfaces, using soluble salts test kits meeting the requirements of 560-2.4, laboratory test methods or other method approved by the Engineer capable of accurately detecting the concentrations at required limits. Measure the chloride level using a method described in SSPC-TU 4. Ensure the chloride level on the blast-cleaned surface does not exceed 7 /-lg/cm2 in accordance with SSPC-SP 12, NV-2. Assessing Conformance with Blast Cleaning Standards. After surface preparation on structural steel, thoroughly inspect the surfaces. Take soluble salt measurements at the test rate identified in SSPC-PA2. When the test results exceeds 7 !-lg/cm2 for any of the salt concentrations, the inspector will increase the rate of measurements as required to determine the extent of the deficient area. If water washing does not reduce the soluble salt concentration to the acceptable levels, a surface treatment or water additive may be used. Ensure the surface treatment or additive is approved by the Coating System supplier and the Engineer. II . ..., . .., . , . .., . .., I . II . M . . -. . II . II . .... . ,.., 09/09 01000-130 03-4122.F - ""'I . -, II 560-7.2 Mechanical Cleaning of Structural Steel: Mechanically clean steel in accordance with SSPC-SP 2 or SSPC-SP 3. Remove all weld slag, weld spatter, and foreign matter from welds prior to abrasive blasting. 560-7.3 Abrasive Blasting of Structural Steel: Prepare steel by abrasive blasting to "Near-White" metal condition as defined in SSPC-SP10. Determine "Near-White" condition according to NACE Visual Standard No.2. Ensure all rust is completely removed from pits and depressions. Remove all abrasive residues from the surface, leaving it clean and dry prior to the application of coatings. After blast cleaning, ensure the surface profile meets the coating manufacturer's requirements. Perform all abrasive blasting within a containment system to ensure confinement of all particulates. Design the containment system to comply with all applicable Federal, State, and Local regulations. Ensure the blasting operations does not produce holes, cause distortion, remove metal, or cause thinning of the substrate. Successful testing for chlorides and other salts in abrasive material does not negate the final acceptance testing of steel surfaces. Do not use ungraded abrasive, select abrasives and grade to provide a surface profile to the specified depth per coating manufacturer recommendations. Ensure the abrasives used do not produce an additional surface profile on abrasion-sensitive surfaces. . . " . ., . ., . " . 1'"'1 . .., 560-8 Surfaces Not to be Coated. 560-8.1 Galvanized Surfaces: Do not coat galvanized surfaces unless specified in the Contract Documents. 560-8.2 Surfaces to be in contact with Concrete: Do not coat the areas of contact surfaces of steel to be encased or embedded in concrete, or coated with concrete, unless specified in the Contract Documents. However, when steel surfaces are to be coated with an inorganic zinc coating system, coat the areas of contact surfaces embedded in concrete or coated in concrete with the inorganic zinc prime coat. As an exception, surfaces of shear connectors mayor may not be coated. When surfaces of shear connectors are coated, the requirements for surface cleaning and minimum film thickness will not apply; however, remove runs, sags and cracks in the coating film. 560-8.3 Faying Surfaces: Protect contact surfaces of members to be joined by high- strength bolts in friction-type joints that are not be coated, from all coatings or foreign material. 560-8.4 Machine Finished Surfaces: Apply a coating of rust preventative compound to all machine finished or similar surfaces that are not be coated, or will not be coated immediately. 560-8.5 Surfaces to be Welded: Mask off surfaces within 1 inch of field welded connections before the application of any shop coating. r'\ . II . ,., . .-, . II . ..., . . . 560-9 Material Storage. Store coating materials in conformance with manufacturer's recommendations and Section 6. M I' 560-10 Mixing and Thinning. Mix in accordance with the manufacturer recommendations. Perform all mixing operations over an impervious surface with provisions to prevent runoff to grade of any . n . ,.., 09/09 01000-1 31 03-4122.F . ..., . ,.., . spilled material. Ensure the material is agitated as required by the manufacturer's technical data requirements during application to maintain uniform suspension of solids. ,.., . ,..., 560-11 Application of Coatings. 560-11.1 General: Train all coating personnel on the proper mixing and application of the coatings, Specification requirements, material application characteristics, and inspection criteria. Only personnel receiving this training may mix or apply coatings. Use thinners and cleaners according to coating Manufacturer's technical data requirements. Coating that lifts or curls after application must be removed and the area cleaned and recoated, at no additional cost to the Department. Apply a prime coating of a color that will be a definite contrast between the coating and the dull gray appearance of the blasted steel surface immediately following the cleaning and preparation of the surface and apply succeeding coats before contamination of the previous coats occurs. When this is not possible or is impractical, inspect the surface for any damage from contaminates, weather, or other exposure and repair as necessary before application of the next coat. Select intermediate and finish coat colors so that there is a definite contrast between the coatings. Stripe coats may be tinted as necessary to assure proper coverage and facilitate inspection. Apply the finish coating meeting Federal Standard, No. 595B, Table VIII, Shade No. 36622, color designation, unless otherwise identified in the Contract Documents. Ensure that primer for faying (contact) surfaces of high strength bolted connections (for slip-critical, frictional transfer of load) meets the Research Council on Structural Connections (RCSC) requirements for a Class B rating, based on certified tests by the coating manufacturer or applicator. 560-11.2 Weather and Temperature Limitations for Field and Maintenance Coating: Ensure the ambient weather conditions at the actual location of the work during surface preparation and coating application operations are in accordance with coating system manufacturer's recommendations. Do not spray coating when the measured wind speed in the immediate coating area is above 15 miles per hour [25 kilometers per hour]. Ensure the ambient air temperature, relative humidity, and dew point and the surface temperature of the steel to be coated are within limits recommended by the coating manufacturer. Do not apply coatings when contamination from rainfall is imminent or when the temperature or humidity is outside limits recommended by the coating manufacturer. 560-11.3 Application Methods: Apply coatings per manufacturer's technical data requirements. Application with brushes may be permitted for minor touchup of spray applications and stripe coats in accordance with manufacturer recommendations. Adjust spray equipment to produce an even, wet coat with minimum overspray. Apply coatings in even, parallel passes, overlapping 50 percent unless otherwise recommended per manufacturer's technical data requirements. 560-11.4 Striping of Irregular Surfaces: Ensure complete coverage and proper thickness on welds, corners, crevices, sharp edges, bolts, nuts, and rivets. 560-11.5 Faying Surfaces: Prior to bolting; verify that the coating on the faying surfaces is properly cured in accordance with ASTM D 4752 or the manufacturer's requirements. Verify that the dry film thicknesses (DFT) and the temperature-adjusted cure time for slip critical bolted faying surfaces are within the range validated by the coating manufacturer. .., . " . ..., . ., . ,., . ., . " . r-, . I""l . I 1 . r'1 . . ..., . ,.., . ,.., . 1'""1 09/09 01000-132 03-4122.F - ..., . .., . ..., . .., . I., . ..., . ,.., . ,.., . r-, . ., . P'1 . ..., . M . ..., . ..., . r, . ., . ,.., . ..., 560-11.6 Protection of Adjacent Surfaces: Protect all surfaces and working mechanisms not intended to be coated, during the application of coatings. Clean surfaces that have been contaminated with coatings until all traces of the coating has been removed. Do not allow material from cleaning and coating operations to be dispersed outside the work site. 560-11.7 Inaccessible Surfaces: Coat all surfaces that will become inaccessible after fabrication, erection, or installation. 560-11.8 Sealing/Caulking: Completely seal the perimeter of all faying surfaces, cracks and crevices, joints open less than 1/2 inch [13 mm], and skip-welded joints. Apply the sealant to the joint following the coating manufacturer's recommendations. Ensure the sealant/caulking bead has a smooth and uniform finish and is cured according to the sealant manufacturer recommendation prior to the overcoat application. 560-11.9 Thickness of Coats: Apply coatings to the thickness as identified by the manufacturer's technical data requirements. Do not allow any portion of the coating films to be less than the specified minimum film thicknesses. Ensure that the total minimum film thickness for any combination of coats equals the sum total of the averages of the specified thickness range of the individual coats. Achieve the total minimum film thickness before the application of the finish coat. After application of each coat of coating, thoroughly inspect the surfaces. Take film thickness in accordance with SSPC -PA2. When the film thickness is deficient correct the deficiency in accordance with manufacturer's recommendations to achieve the appropriate thickness and retest the area. Inspect the finish and DFT of each applied coating for compliance prior to the application of successive coats. 560-11.10 Coating Drying, and Curing: Follow the coating manufacturer's recommended drying and curing times for handling, recoating, and top coating. Meet the coating manufacturer's technical data requirements for testing the coating for proper curing before handling and shipping. Meet the requirements of ASTM D 4752, when the manufacturer's technical data sheet does not have a specified cure test. Verify the final cure of water-based coatings in accordance with ASTM D 4752, but water must be substituted as the solvent. 560-11.11 Coating Finish: Apply each coat free of runs, sags, blisters, bubbles, and mud cracking; variations in color, gloss, or texture; holidays, excessive film buildup, foreign contaminants and dry overspray. Ensure each coat of applied material is clean, dry, cured, and free of surface contaminants prior to the application of the next successive coat. Check for missed areas or pinholes in accordance with manufacturer's recommendations. On rough or pitted surfaces, it may be necessary to apply a film thickness in excess of the normal manufacturer recommended coating thickness to obtain acceptable coverage. 560-11.12 Coating Welded Areas: After cleaning the area, apply primer to achieve a DFT per manufacturer's recommendations. 560-12 Sequence of Coating. 560-12.1 Shop Coating: Perform all work in an area capable of protecting the steel and applied coating from wind, weather, dust and direct sunlight. Ensure that all coated surfaces are protected from damage. Repair all damaged coatings in accordance with SSPC-PA 1 and/or the coating manufacturer's recommendations. Repairs to the topcoat must result in an acceptable, uniform gloss and color for visible surfaces. The Engineer will have final authority concerning the coating's uniformity and acceptable appearance. Handle steel members with care to minimize damage to or contamination of the coating. 09/09 01000-133 03-4122.F .., . II II 560-12.2 Field Coating: Field coating of steel members may occur on the ground before erection or after erection, provided any damaged areas are touched up with the same number of coats and coating materials. Apply the finish coat after erection. Do not apply the finish coating until all concrete work is completed. Ensure the surface is clean and free of any foreign matter prior to applying the final coat. . . ,., . 560-13 T ouchup and Repair of Coatings. Clean and coat all field connections, welds or rivets, and bolts, and all damaged or defective coating and rusted areas in accordance with 560-7 and 560-11. Ensure all repairs are in accordance with the manufacturer's recommendations. II . . 560-14 Coal Tar-Epoxy Coating of Permanent Bulkhead Sheet Piles and H Piles. 560-14.1 Shop Coating: Take appropriate measures to insure the piles and coatings are protected from wind, weather, dust and direct sunlight. 560-14.2 Surface Preparation: Immediately before coating, abrasive-blast the steel to a near-white condition at least equal to the SSPC-SP 10. The average profile depth is 1.5 mils [40 11m] minimum. Re-blast piles not coated immediately following surface preparation to the original blast standards before coating application. Ensure that all surfaces to be coated are completely dry and free of any contamination at the time of coating. 560-14.3 Materials: Use an inorganic zinc and a Type M coal tar-epoxy coating listed on the Qualified Products List. 560-14.4 Application of Coating: Apply the inorganic zinc in accordance with this Specification. Apply the coal tar-epoxy in accordance with the following specific requirements: (1) Apply the coal tar-epoxy system two coats. The time interval between the first coat and the second coat will be in strict accordance with the coating manufacturer's published specifications. Apply the first coat to yield a dry film thickness of 8 to 10 mils [200 to 250 ~Lm]. Apply the second coat to attain a total dry film thickness of the two coats is between 16 and 20 mils [400 and 500 11m]. For Sheet Piles, give the inside portion of the interlock claw and the interlock ball a single coat that will yield a dry film thickness of 2 to 4 mils [50 to 100 11m]. Build up and puddling of the coating in these areas is not permitted. (2) Ensure that no portion of the coating is less than the specified minimum film thicknesses. The total minimum film thickness for any combination of coats will be the sum total of the averages of the specified thickness range of the individual coats. (3) After applying the coating on the steel piles, the Engineer will thoroughly inspect the surfaces and make film thickness measurements at the approximate rate of one for each 25 ft2 [2.25 m2] of area unless deficient thickness is found. In this case, the rate of sub-measurements will be increased as required to determine the extent of the deficient area. " . .., . ..., . ,., .. ..., . ..., . 1"'"1 . ,.., ,.., . .-. . .., . 560-15 Maintenance Coating. 560-15.1 Surface Preparation: Prepare all surfaces including any components to be coated per this Specification and in accordance with SSPC-SP 10 to remove corrosion, weld slag, and existing coating edges or any foreign material. When sound portions of the original coatings are to be left in place, remove all loose, cracked, brittle, and non-adherent coating, and feather back the edges of all existing coating to sound material. When any . II ,..., . .., 09/09 01000-134 03-41 22.F . ..., . n .., structural steel appears to be defective during the cleaning operation, notify the Engineer immediately. After repairs are completed, clean and coat the repaired sections per this Specification. Cover all motors, gears and electrical apparatus not to be coated and may be damaged by surface preparations. Ensure all bridge components are kept free of abrasive materials buildup at all times. 560-15.2 Testing of Original Coating: When sound portions of the original coating are to be left in place, prior to the commencement of cleaning and coating operations, apply a test patch (minimum area of 100 ft2 [9.3 m2]) of the proposed coating system in accordance with this Specification and have it evaluated by the Engineer for approval. Allow the test patch to cure a minimum of 7 days prior to evaluation. Ensure the test patch meets all Specification requirements and also exhibit a minimum adhesion rating of 4A when tested in accordance with ASTM D 3359. Repair damage, which occurs as a result of testing in accordance with this Specification. 560-15.3 Application of Coating: Apply an overall coating system to all surface in accordance with the manufacturers recommendations and the Contract Documents. . . r'1 . ..., . ..., . ,.., . ., 560-16 Lead Abatement. 560-16.1 Coating Hazardous Material Analysis: When the Contract includes removal of paint from an existing structure the Coating Hazardous Material Analysis Data Sheet will be available on the Department's web site. The URL for obtaining this information is: http://www.dot.state.fl.us/statematerialsoffice/laboratory / chemical/hazardouscoati ngs/inde x.htm. 560-16.2 General: Establish a hazardous coating removal program to document and control coating removal and application operations in strict compliance with OSHA 29CFR Part 1910.1025, 1926.62, and 1926.63. This program will include applicable requirements from Environmental Protection Agency (EPA) environmental protection issues and hazardous waste disposal. Prior to construction of the containment area or removing any hazardous materials perform Total Suspended Particulate (TSP) sampling and testing of the air and soil for any hazardous materials. Document the number and specific location where each sample is taken as outlined in Project Design - Industrial Lead Paint Removal Handbook, Volume 2 and use these results to determine a baseline level of any hazardous materials on the job site. Continue the TSP monitoring from the beginning of work to the removal of the containment devices. Workday determination constitutes only the time during which cleaning and surface preparation and subsequent clean up is performed. Enter all pertinent information into a field logbook. For the purposes of computing action levels, the workday must not exceed 8 hours. 560-16.3 Pollution Control: Submit a written pollution control and monitoring plan at the preconstruction meeting which clearly describes the means for complying with all Local, State and federal regulations including pollution control provisions specified herein. The written plan must be in accordance with Project Design: Industrial Lead Paint Removal Handbook, Volume II, Phase 6, Environmental Monitoring and Phase 7, Worker Protection and specifically include, but not be limited to, providing a scaled map of the work site layout showing the proposed number and location of soil and sediment sampling, waste I' . . II . ..." . ,..., . ..., . II . II . r'1 . II . I' . .. 1 09/09 01 000-1 35 03-4122.F . n . -, r 1 storage areas, staging areas, temporary waste storage areas and ambient air and personnel sampling frequency. Comply with all applicable Federal, State, and Local rules and regulations. In the event the Contractor violates any environmental regulations or fails to properly execute any pollution control provisions, the Contractor will immediately cease all operations associated with the infraction. Operations will only resume after written proposed corrective procedures have been submitted to and approved by the Engineer and implemented. 560-16.4 Permits: Submit all required permits from all applicable regulatory agencies to the Engineer prior to the commencement of any work. Seek permit determination from these regulatory agencies to avoid any potential non-compliance permit issues during work activities. The Contractor is responsible for all liability resulting from non-compliance with pertinent rules and regulations including permit requirements. 560-16.5 Containment System: Submit a written containment system design plan at the pre-construction meeting, which clearly describes the proposed containment system applicable to the intended removal method and in accordance with the requirements outlined herein and SSPC Guide 6, Guide for Containing Debris Generated During Paint Removal Activities. Ensure the plan includes, but not be limited to, removal method; methods for collecting debris; and containment enclosure components. Containment drawings, calculations, and assumptions, including ventilation criteria if applicable, signed and sealed by a Specialty Engineer. Provide a complete structural impact analysis prepared by a Specialty Engineer to verify the existing structure can withstand the live and dead loads of the containment, including wind loads. Ensure the lighting inside the containment is in accordance with SSPC Guide 12, Guide for Illumination of Industrial Painting Projects. All drawings and calculations must be submitted and accepted before any work begins. Isolate the immediate area of the structure with appropriate containment devices to ensure compliance with current and/or permit requirements associated with air, water, and soil pollution prevention including vehicular and pedestrian traffic. Ensure that under no circumstances any paint, paint chips, or other debris falls outside of containment. Repair any damage created by fastening, bracing, or handling the scaffolding and/or staging, or any surrounding property at no cost to the Department. 560-16.6 Regulated Area: Establish a regulated area around the work site to prohibit unauthorized persons from areas where exposure to hazardous airborne metals may exceed the following action levels: Lead (30 Ilg/m3) Cadmium (2.5 Ilg/m3) Arsenic (5 Ilg/m3) Perform and make initial assessment and results available within 48 hours of the sampling. Performed sampling throughout surface preparation and waste clean up. Report sample results as eight-hour Time Weighted Averages (TWA). Document all pertinent data in a field logbook. Position air-sampling pumps around the project perimeter, at a minimum this is defined as upwind and downwind locations. Place sampler inlets at breathing height. Clearly mark the regulated area by the use of warning signs, rope, barrier tape, or temporary construction fencing. 560-16.7 Ambient Air Quality Compliance: 560-16.7.1 Visible Emissions: Comply with 40 CFR 50, National Primary and Secondary Ambient Air Quality Standards (NAAQS) and the Clean Air Acts of 1977 and 1990. Access the visible emissions by EPA Method 22, Timing of Emissions as defined by . " . II . ..., . .., . .., . r , . -, . .... . ...., . . r., . II . ., . ..., . ~ . ,.., . .... 09/09 01000-136 03-4122.F - ,.., . .., . . 40 CFR 60, Appendix A, Standards of Performance for New Stationary Sources. During abrasive blasting, do not allow visible emissions from containment to exceed random cumulative duration of no more than one percent of the workday (SSPC Guide 6, Level 1 Emissions). During pressurized water cleaning, do not allow visible emissions from containment to exceed random cumulative duration of no more than ten percent of the workday (SSPC Guide 6, Level 3 Emissions). 560-16.7.2 Total Suspended Particulate Matter: Do not exceed the Total Suspended Particulate Lead (TSP Lead) of 1.5 f.lg/m3 over a 90 day period. Conduct TSP Lead monitoring in accordance with 40 CFR 50, Appendix B, Reference Method for Determination of Total Suspended Particulate Matter in the Atmosphere (high volume sampler required). Analyze filters for lead in accordance with 40 CFR 50, Appendix G, Reference Method for Determination of Total Suspended Particulate Matter Collected from Ambient Air. Position the TSP air monitoring equipment in accordance with 40 CFR 58, Ambient Air Quality Surveillance. 560-16.8 Soil Quality: Sample and test soil for lead after project completion. Document the number and specific location where the samples are taken as outlined in the SSPC Project Design - Industrial Lead Paint Removal Handbook, Volume 2. Ensure that project activities did not increase soil lead concentrations above pre-job levels. Return the site to the pre-job levels if the project activities increase the lead-in-soil levels at no cost to the Department. For structures less than 14 feet [27m] min height, take one sample north, south, east, and west (where soil is present) of the structure. If the structure is longer than 14 feet [27m], take one additional sample for every 14 feet [27m] in length. For structures greater than 14 feet [27m] min height, take two samples north, south, east, and west (where soil is present) of the structure. Locate the inner row of samples within 14 feet [27m] of the structure. Locate the outer row of samples at a distance equal to the height of the structure. If the structured is longer than 14 feet [27m], take one additional sample for every 14 feet [27m] in length. 560-16.9 Protection of Adjacent Areas: Protect all areas adjacent to abrasive blast cleaning, including deck grating. Before the commencement of any cleaning and coating operations, provide a control plan for the protection of adjacent surfaces from damage by nearby blasting and coating to the Engineer for review. Repair any damage to adjacent areas at no expense to the Department. The repair procedure must be submitted to the Engineer for acceptance prior to any remediation. 560-16.10 Collection and Handling of Waste: Properly classify, package, store, transportation, and dispose of all paint removal debris, both solid and liquid in accordance with SSPC Guide 7, Guide for the Disposal of Lead-Contaminated Surface Preparation Debris, the Federal Water Pollution Control Act with amendments, and all other current government regulations and guidelines. Comply with the Resource Conservation and Recovery Act to include, at a minimum, CFR 40, parts 260-268. Keep solid and liquid waste separate and individual waste streams separate prior to identification, storage, transportation, and disposal. Submit the method of disposal Engineer for approval a minimum of three weeks prior to the date of off-site shipment of waste. 560-16.11 Testing and Analysis: Conduct the Analyses for the regulated area and for waste identification by an EPA certified, independent laboratory with an approved comprehensive Quality Assurance Plan. Provide a copy of all sampling and test reports no later than 72 hours after collection of samples. II . ., . .., . , . ..., . .., . ,., . ..., . ,., . II . ..., ~ . r'l . ..., . r'1 I 1"'"1 . .., 09/09 01000-137 03-4122.F . ..., . ,.., . 560-16.12 Waste Identification: Collect samples in accordance with U.S. Environmental Protection Agency - SW-846, Test Methods for Evaluating Solid Waste - Physical/Chemical Methods. Use a random and representative sampling technique. Collect a minimum of four representative samples of each waste stream. These waste streams include, but are not limited to, paint chips, dust, and paint chips mixed with disposable abrasives and debris. Complete the initial sampling of each waste stream immediately upon filling the first drum, but do not allow waste to accumulate for longer than 7 days before sampling. After the representative samples are collected, send them immediately to the EPA certified laboratory for analysis. Unless otherwise directed by the Engineer, required by State regulations, or required by the waste recycling or disposal facility, once each waste stream is sampled, tested, and classified, additional sampling and analysis are not required for subsequent shipments unless the waste stream changes. Submit samples to an approved laboratory to be tested for arsenic, barium, cadmium, chromium, lead, mercury, selenium and silver in accordance with EPA Methods 3050 and 6010 (content) and EPA Method 1311, Toxicity Characteristics Leaching Procedures (TCLP).Clearly label each sample with sample number, date and time of sampling, name of collector, and location of collection. Maintain chain of custody forms for each sample. Enter each sample on a sample analysis request form. Enter sample numbers, type of waste, amount of each sample, distribution of samples, signature and all other information into field logbook. 560-16.13 Waste Storage: Collect waste from the control devices, equipment, and all work surfaces on a daily basis. Keep hazardous and non-hazardous waste separate. Do not mix blasting debris with any other type of waste. Place waste in approved storage drums. Locate all hazardous waste within a regulated area. The maximum weight for each drum, when filled, is 821 pounds [372 kg]. Properly seal and label all drums. Transport waste storage drums to a secured, marked, temporary storage area. Locate the temporary storage area on well-drained ground not susceptible to flooding or storm water run-off. Place drums on pallet and cover with fiber reinforced, impermeable tarpaulins. Store drums no more than two drums wide and two drums high. Arrange drums so that labels are easily readable. Do not store waste in the temporary storage area longer than 90 days. 560-16.14 Waste Disposal: Dispose of all non-hazardous waste. The Department is responsible for the transportation, treatment and disposal of hazardous waste. Coordinate disposal of hazardous waste with the Engineer, a minimum of three weeks prior to the date of off-site shipment of waste. . " . ,., . ,., . .., . , . 1""'1 . r'I . II . .., . .., r"'1 . ,.., . II 560-17 Method of Measurement. The quantities to be paid for will be determined under one of the following conditions: (a) When no pay item for coating structural steel is included in the proposal, the work specified in this Section will not be paid for directly but will be considered as subsidiary work pertaining to the various items of construction on which coating is applied. (b) When a pay item for coating structural steel is included in the proposal, the work specified under this Section will be paid for at the Contract lump sum price, or the Contract price per ton [metric ton], for Coating Structural Steel. The quantity will be II . . n . .., . . , 09/09 01000-138 03-4122.F . .., . -, . either (1) the lump sum quantity coated and accepted, or (2) the plan quantity, In tons [metric tons] of structural steel, actually coated and accepted. ..., . -, 560-18 Basis of Payment. When no item for coating structural steel is included in the proposal, the work specified in this Section will be included in the payment for the applicable items under Section 460. When an item for coating structural steel is included in the proposal, price and payment will be full compensation for all work specified in this Section, including coating of all ferrous metals and machinery and castings. Payment will be made under: Item No. 560 - 1- Painting/Coating Structural Steel - lump sum. Item No. 2560 - 1- Painting/Coating Structural Steel - lump sum. Item No. 560 - 2- Painting/Coating Structural Steel - per ton. Item No. 2560 - 2- Painting/Coating Structural Steel - per metric ton. ..., . .., . . ..., . . 561 SELF-CURING INORGANIC ZINC COATING SYSTEMS. (REV 4-19-05) (FA 8-18-05) (1-06) I 1 ., . SECTION 561 (Pages 657-660) is deleted. ,.., . 562 ZINC PAINT COATING. (REV 5-19-05) (FA 8-18-05) (1-06) II SECTION 562 (Page 661) is deleted and the following substituted: . r'1 SECTION REPAIR OF GALVANIZED SURFACES 562 . ~ 562-1 Description. Apply a coating of galvanizing compound over welded areas of galvanized structural members and over areas of previously galvanized members on which the galvanizing has become damaged. . II . 562-2 Materials. Use a galvanizing compound as specified in 975-4. - ,., 562-3 Construction Methods. Prepare surfaces and apply the galvanizing compound according to ASTM A 780 and manufacturer's recommendations. Apply additional coats on rough or pitted surfaces, when in the opinion of the Engineer it is necessary to obtain acceptable cover. Follow the manufacturer's recommended dry time between coats. Re-clean the areas not coated on the same day the cleaning is accomplished, or surfaces that have rusted, prior to coating. . ,., . . ...., . .., 09/09 01000-139 03-4122.F - ,.., . -I ..., Apply the galvanizing compound to attain a uniform appearance free from all defects or failures. Submit repair procedure(s) to the Engineer for approval. All deficiencies will be corrected at no cost to the Department. . . ..., 562-4 Basis of Payment. No direct payment will be made for galvanizing compound coating of welded surfaces or for field repair of damaged galvanized surfaces. Include the cost to perform these operations, in the Contract price for the item which includes the member being so treated. . .., . ..., 575 SODDING. (REV 1-5-04) (FA 1-8-04) (7-04) . ,.., SECTION 575 (Pages 668-670) is deleted and the following substituted: . r"'1 . SECTIO N SODDING 575 ,.., . 575-1 Description. Establish a stand of grass within the specified areas, by furnishing and placing sod, and rolling, fertilizing, watering, and maintaining the sodded areas to ensure a healthy stand of grass. ., . . 575-2 Materials. Meet the following requirements: Sod ...... ................. ................................... ..............981-2 Fertilizer, Type I................................................ Section 982 Water... .......................................................... Section 983 ,.., ,.., . 575-3 Construction Methods. 575-3.1 Preparation of Ground: Fertilize at the rate as shown in Section 570. Scarify or loosen the areas requiring sod to a depth of 6 inches [150 mm]. On areas where the soil is sufficiently loose, particularly on shoulders and fill slopes, the Engineer may authorize the elimination of the ground preparation. Limit preparation to those areas that can be sodded within 72 hours after preparation. Prior to sodding, thoroughly water areas and allow water to percolate into the soil. Allow surface moisture to dry before sodding to prevent a muddy soil condition. 575-3.2 Placing Sod: Place sod immediately after ground preparation. Do not use sod which has been cut for more than 72 hours. Stack all sod that is not planted within 24 hours after cutting and maintain proper moist condition. Do not sod when weather and soil conditions are unsuitable for proper results. Pre-wet the area prior to placing sod. Do not place sod on eroded or washed out sites. Place the sod on the prepared surface, with edges in close contact, and embed it firmly and smoothly by light tamping with appropriate tools. . .., I""'J . ,.., . ..., . II . " . II 09/09 01000-140 03-4122.F - ~ . ..., , Place the sod to the edge of all the paving and shrub areas and 1 inch [25 mm] below adjoining pavement with an even surface and edge. Place rolled sod parallel with the roadway and cut any exposed netting even with the sod edge. Roll using a lightweight turf roller. Provide a true and even surface without any displacement of the sod or deformation. Where sodding in drainage ditches, stagger the setting of the sod pieces to avoid a continuous seam along the line of flow. Ensure that the offsets of individual strips do not exceed 6 inches [150 mm]. Tamp the outer pieces of sod to produce a featheredge effect. Peg sod at locations where the sod may slide. Drive pegs through sod blocks into firm earth, at intervals approved by the Engineer. Remove any sod as directed by the Engineer. 575-3.3 Watering: Thoroughly water the sod immediately after placing. Do not water in excess of 1 inch [25 mm] per week for establishment. 575-3.4 Maintenance: Maintain the sodded areas in a satisfactory condition until final acceptance of the project. Include in such maintenance the filling, leveling, and repairing of any washed or eroded areas, as may be necessary. The Department will pay for resodding necessary due to factors determined to be beyond the control of the Contractor. Mow the sodded areas to a height of 6 inches [150 mm] when competing vegetation height exceeds 20 inches [500 mm] in height. Monitor placed sod for growth of pest plants and noxious weeds. If pest plants and/or noxious weeds manifest themselves within 30 days of placement of the sod, treat affected areas by means acceptable to the Department at no expense to the Department. If pest plants and/or noxious weeds manifest themselves after 30 days from date of placement of sod, the Engineer, at his sole option, will determine if treatment is required and whether or not the Contractor will be compensated for such treatment. If compensation is provided, payment will be made as unforeseeable work as described in 4- 4. . ,.., . ., . ., . .., . " . I' . . ., . ..., . M . 575-4 Method of Measurement. The quantities to be paid for will be for the following items, completed and accepted: -. .., (1) The area, in square yards [square meters], of sodding. (2) The weight, in tons [metric tons], of fertilizer. (3) The volume, in thousand gallons [kiloliters], of water. (4) The area, in acres [hectares], of mowing. . . .., 575-5 Basis of Payment. Prices and payments will be full compensation for all work and materials specified in this Section, and the satisfactory disposal of excavated material, except the furnishing of the fertilizer, and the furnishing and application of the water. Fertilizer and water will be paid for as specified in 570-6. The work and materials for pegging of sod, directed by the Engineer (as provided in 575-3.2), will be paid for as Unforeseeable Work. Payment will be made under: Item No. 104- 4- Mowing - per acre. Item No. 2104- 4- Mowing - per hectare. ,.., . r'l . . ,.., . ., 09/09 01 000-1 41 03-4122.F . ..., . .., . Item No. 570- 5- Fertilizer - per ton. Item No. 2570- 5- Fertilizer - per metric ton. Item No. 570- 9- Water for Grassing - per thousand gallons. Item No. 2570- 9- Water for Grassing - per kiloliter. Item No . 575- 1- Sodding - per square yard. Item No. 2575- 1- Sodding - per square meter. ..., . ,.., . ..., . 580 LANDSCAPE INSTALLATION. (REV 6-23-03) (FA 6-24-03) (1-04) ..., . SECTION 580 (Pages 670-675) is deleted and the following substituted: II SECTION LANDSCAPE INSTALLATION 580 . II 580-1 Description. Install, establish and maintain landscaping as indicated in the Contract Documents. . - 580-2 Materials. 580-2.1 Plants: 580-2.1.1 Grade Standards and Conformity with Type and Species: Only use nursery grown plant materials purchased from Florida based Nurseryman Stock that comply with all required inspection, grading standards, and plant regulations in accordance with the latest edition of the Florida Department of Agriculture's "Grades and Standards for Nursery Plants." Unless otherwise specified, minimum grade for all plants is Florida No. 1 or better. All plants must be the specified size and grade at the time of delivery to the site and the minimum grade maintained throughout the project construction period and plant establishment period. Use only plants that are true to type and species and ensure that the plants not specifically covered by Florida Department of Agriculture's "Grades and Standards for Nursery Plants" conform in type and species with the standards and designations in general acceptance by Florida nurseries. Prior to planting, furnish certification to the Engineer that all plant materials have been purchased from Florida based Nurseryman Stock. A minimum of two plants of each species on each shipment must be shipped with tags stating the botanical nomenclature and common name of the plant. Should discrepancies between botanical nomenclature and common name arise, the botanical name will take precedence. 580-2.1.2 Inspection and Transporting: Move nursery stock in accordance with all federal and state regulations and accompany each shipment with the required inspection certificates for filing with the Engineer. 580-2.2 Water: Meet the requirements of Section 983. 580-2.3 Mulching: Use of Cypress Mulch prohibited. .., . ~ . II . . ..., . .., . -, . 1"'"1 . ,.., 1-1 ..... 580-3 Planting Requirements. . ..., 09/09 01000-142 03-4122.F . r-'I . ..., . n 580-3.1 Delivery: All materials must be available for inspection before installation and will be subject to approval or rejection. 580-3.2 Layout: Mark proposed planting beds and individual locations of trees and palms as shown in the Contract Documents for Engineer's review, prior to excavation or planting. The Engineer may request to review all proposed construction and maintenance practices before the start of the operations. Make no changes to the layout, materials or any variations of plant materials from the Contract Documents without the Engineer's written approval. 580-3.3 Soil Drainage: All planting holes and beds must drain sufficiently prior to installing any plants. Immediately notify the Engineer of drainage or percolation problems before plant installation. 580-3.4 Installation of Plants: For installation of the plants as identified in the Contract Documents, comply with the requirements of the Design Standards, Index 544. Personnel performing these services are under the sole responsibility and supervision of the Contractor and must be competent, experienced, and skilled in all aspects of the required landscape installation and establishment practices. 580-3.5 Contractor's Responsibility for Condition of the Plantings: Begin maintenance of all plants immediately after each planting. Keep all plants watered, fertilized, mulched, pruned, and staked and guyed as necessary to assure specified minimum grade of Florida No. 1 throughout the duration of the project construction period and establishment period. During the establishment period, keep the individual planting locations and planting beds free of litter and undesirable vegetation. Ensure that the plants are maintained so that they are healthy, vigorous, and undamaged throughout the duration of the project construction period and establishment period. For the duration of the establishment period, operate and maintain in good operating condition, all components of any irrigation system installed in compliance with the Contract Documents. During the establishment period, replace any plants that fall below specified minimum grade. Use replacement plants of the same species, size and planting medium as the plant being replaced and as specified in the Contract Documents. 580-3.6 Inspection Requirements. Certify monthly on a form provided by the Department that the plants have been installed and are being maintained per Contract Documents. A Registered Landscape Architect acting as the Contractor's Landscape Quality Control representative will oversee the establishment period. The Contractor's Landscape Quality Control representative must perform quarterly inspections of planting areas and submit findings in report form to the Department. Information to be included in inspection report from the Contractor's Quality Control representative must include as a minimum the following: Date of inspection Description of project Location of inspection Weather conditions Condition of plants - identify by species, location, and number of plants that are no longer the specified minimum. Condition of planting beds (including mulching, mowing, weeding, fertilizing, watering, and staking and guying), if applicable Other comments Signature and seal of Contractor's Landscape QC representative .., . .., . ..., . ., . ., . .., . ,.., . , . ..., . r""I . .., . r, . .., . .., . '"1 . . ,., 09/09 01000-143 03-4122.F - r, . ,.., r"1 Submit the certified inspection report to the Engineer within seven calendar days after performing the inspection. Any corrections to the inspection report must be revised/corrected and resubmitted within three calendar days after notification by the Engineer. Any deficiencies noted on the inspection report must be corrected within ten days of notification from the Department. Periodic, random verifications will be performed by the Department to ensure the quality of the plants and correctness of the certified landscape inspection report. Any unresolved disputes that arise between the QC reporting and the verifications performed by the Department will be referred to the Statewide Disputes Review Board. . . ..., . ., . -, . 580-4 Disposal of Surplus Materials and Debris. Remove from the jobsite any surplus excavated material from plant holes unless otherwise directed by the Engineer. Surplus is defined as material not needed after installation of plants per Contract Documents. Upon commencement of the plant installation, remove daily all landscape installation debris from the landscape locations described in the Contract Documents. Remove all excess staking and guying materials from the jobsite. .., . " ...... 580-5 Plant Establishment Period and Contractor's Warranty. Take responsibility for the proper maintenance, survival and condition of all plants for a period of one year after final acceptance in accordance with 5-11. Notify the Engineer upon completion of installation of all plants. Mowing as part of the landscape work will be identified in the Contract Documents. Continue any mowing of the landscape areas specified in the Contract Documents throughout the establishment period. Provide a Warranty/Maintenance Bond to the Department in the amount of the total sums bid for all landscape items as evidence of warranty during this plant establishment period. The cost of the bond will not be paid separately, but will be included in the costs of other bid items. In addition to satisfying the provisions of Section 287.0935, Florida Statutes, the bonding company is required to have an A.M. Best rating of "A" or better. If the bonding company drops below the "A" rating during the Warranty/Maintenance Bond period, provide a new Warranty/Maintenance Bond for the balance of the establishment period from a bonding company with an "A" or better rating. In such event, all costs of the premium for the new Warranty/Maintenance Bond will be at the Contractor's expense. The Engineer may conduct interim inspections of all landscape items during the plant establishment period, as well as at the end of the plant establishment period. As part of the warranty to the Department, and at no cost to the Department, replace all plants found not to meet minimum specifications as shown in 580-2.1.1 and 580-3.5 within ten days after each inspection. Prior to the end of the establishment period, remove all staking and guying from the project. At the end of the establishment period, the Engineer will release the Contractor from further warranty work and responsibility provided all plants are established and all previous warranty and remedial work, if any, has been completed to the satisfaction of the Engineer. . .., . .., . ...... . . .., . ..., . 1"'"1 . II . ., . I 1 . .., 09/09 01000-144 03-4122.F - ------- ------- .., . " . 580-6 Method of Measurement. The quantities to be paid will be the items shown In the Contract Documents, completed and accepted. ..., . 580- 7 Basis of Payment. ..., Prices and payments will be full compensation for all work and materials specified in . this Section. .., . 611 ACCEPTANCE OF SIGNAL INSTALLATIONS -SUBMITTAL REQUIREMENTS. (REV 1-14-03) (FA 3-22-04) (1-05) " . SUBARTICLE 611-2.3.1 (Page 680) is deleted and the following substituted: ..., . . 611-2.3.1 Submittal Requirements: Submit three sets of as-built plans for review by the Engineer on reproductions of the original 11 by 17 inch sheets. Record all as-built information using block lettering or typed text to ensure legibility. Signing and pavement marking plan sheets may be used instead of signalization plan sheets, if a substantial number of changes from the original signalization plans must be recorded. If, in the opinion of the Engineer, the changes can not be clearly delineated on reproductions of the original 11 by 17 inch sheets, clearly delineate all changes on 11 x 17 inch detail sheets, enlarged 200% from the reproductions. Make any corrections resulting from the Engineer's review, and resubmit three sets of the completed as-built plans as a condition precedent to acceptance of the installation. I' II . .., . II . .., 620 SIGNAL INSTAllATION GROUNDING. (REV 7-12-01) (FA 1-3-02) (1-04) . 1""1 SUBARTICLE 620-3.1 (Page 685). The first paragraph is deleted and the following substituted: . 620-3.1 General: Meet all local electrical codes which exceed these Specifications. Install all grounding conductors, which bond grounding electrode assemblies, 18 inches [450 mm] below finished grade. Accomplish grounding for any element of a traffic signal installation by installing either a grounding electrode assembly or a grounding electrode array, unless otherwise specified in the Contract Documents. Use solid No.6 AWG copper insulated (green) conductor for electrical or lightning protection ground from the system ground bus or barrier plate(s) to the grounding electrodes and from grounding electrode to grounding electrode. Use either solid or stranded No.6 AWG copper insulated (green) conductor for all other applications. .., . .., . ...., . r, . rj . .., 09/09 01000-145 03-4122.F . r-t . ..., 630 INSTALLATION REQUIREMENTS-CONDUIT FOR FIBER OPTIC CABLE. (REV 10-18-05) (FA 1-10-06) (7-06) . ..., . SUBARTICLE 630-3.1.1 (Page 688) is deleted and the following substituted: . 630-3.1.1 Fiber Optic Cable Conduit: Prevent the ingress of water, dirt, sand, and other foreign materials into the conduit prior to, during and after construction. Exclude water and debris from buried conduit and from the top riser assembly of aboveground conduit using a foam-sealing material, rubber plug, or other device designed for this application and approved by the Engineer. Use a UV-rated flexible conduit to protect the cable from the top of the conduit riser to the span messenger where the cable is to be lashed. Ensure that the conduit fill ratio (outer cable diameter to inner conduit/duct diameter) does not exceed 50%. Install the conduit system so the fiber optic cable maintains a minimum bend radius of 20 times the cable diameter. Install the conduit as shown in the plans. Provide all fittings and incidental materials necessary to construct a complete installation. Use approved methods for connecting inner duct or conduit within or between plowed portions, trenched portions, and bored portions. Submit the conduit manufacturer's coupling method and material to the Department's Project Manager for approval. 630-3.1.2 Fiber Optic Cable Locate Wire: Bury locate wire along the centerline of the top outer surface of installed conduit, as shown in the plans, or as directed by the Engineer. Install locate wire in the trench or bore with all underground conduits to provide end-to-end electrical continuity for electronically locating the underground conduit system. Do not install locate wire in a conduit with fiber optic cable. Do not run locate wires into field cabinets. Terminate locate wires at the first and last pull boxes in the conduit run or as shown in the plans. Ensure that wire termination occurs only at the top of a pull box. In a trenching operation, install the locate wire no more than 3 inches [76 mm] above the conduit. Ensure that the locate wire enters all pull boxes and splice boxes, and that a minimum of 10 feet [3 m] of slack locate wire is coiled and neatly stored in each box. In a boring operation, install the locate wire in an encasement. Drill a hole in the pull box or splice box for wire entry as shown in the plans. Fill any gaps between the locate wire and the hole it passes through with nonshrink grout or a similar sealant suitable for the application and approved by the Engineer. Perform continuity tests and insulation resistance tests on all locate wires. Provide the Engineer with all test results. Replace or repair defective locate wire at no additional cost. Make locate wire splices in a flush grade-level box. Ensure that locate wire splices are waterproof and suitable for direct burial. Ensure that locate wire splices at the pull box meet NEC requirements. Ensure that locate wire splices include a mechanical crimp connection with a butt sleeve, an oxide-preventing aerosol lacquer, mastic electrical splicing tape, and standard electrical tape using methods and materials approved by the Engineer. At the completion of the installation, provide the Engineer with as-built drawings that document all splice locations. ., . .., . ..., . ,.., . '1 . ,., . .., . ., . ,.., . II " . " . 1"'"'1 . " . 1"'"'1 . 09/09 01000-146 03-4122.F ..., - r"'I . r'I . SUBARTICLE 630-4.2 (Page 690) is deleted and the following substituted: .., 630-4.2 Furnish and Install: The Contract unit price per foot [meter] of . conduit, furnished and installed, will include furnishing all hardware and materials as specified in the Contract Documents, and all labor, trenching, backfilling, and restoration ., materials necessary for a complete and accepted installation. . Payment for conduit placed in the ground or used on bridge decks will be based on the horizontal path of the installed conduit as measured in a straight line ,., between the centers of pull boxes, cabinets, poles, etc. No allowance will be made for . sweeps or vertical distances above or below the ground or the bridge deck. Due to conditions which may exist on the project site, the Contractor 11 may furnish conduit in variable lengths. . Furnishing and installing the locate wire is included in the cost of the conduit. " . Conduit used for fiber optic cable includes the cost of furnishing and installing the locate wire and the cost of conducting the continuity test and the insulation resistance test. .., . SUBARTIClE 630-4.4 (Page 690) is deleted and the following substituted: ..., 630-4.4 Install: The Contract unit price per foot [meter] of conduit, installed, will include all miscellaneous hardware and materials, labor, trenching, backfilling, and restoration materials necessary for a complete and accepted installation. The Engineer will supply conduit in sections with one coupling per section and elbows as required. Payment for conduit placed in the ground or used on bridge decks will be based on the horizontal path of the installed conduit as measured in a straight line between the centers of pull boxes, cabinets, poles, etc. No allowance will be made for sweeps or vertical distances above or below the ground or the bridge deck. Installing the locate wire is included in the cost of the conduit. Conduit used for fiber optic cable includes the cost of installing the locate wire and the cost of conducting the continuity test and the insulation resistance test. . ..., . .., . ..., . F"1 - 641 PRESTRESSED CONCRETE POLES. (REV 2-24-04) (FA 3-22-04) (1-05) ..., . SECTION 641 (Pages 702-703) is deleted and the following substituted: n . SECTION PRESTRESSED CONCRETE POLES 641 .., 641-1 Description. Furnish and install prestressed concrete poles for service pole applications (Type N-II), luminaire support (Type N-III), and strain poles for span wire support of traffic signals, signs, and other devices (multiple types). Obtain precast, prestressed concrete poles from a manufacturing plant that is currently on the Department's list of qualified . 1"'"1 . II . ..., 09/09 01 000-1 47 03-4122.F . ..., . .., . precast, prestressed concrete plants and listed on the Departments Qualified Products List (QPU. ., Provide written certification from the manufacturer of the pole(s) that it meets the . requirements of this Section and are the same pole(s) listed on the QPL. Ensure that each pole is permanently and legibly marked in accordance with Design .., Standards, Index No. 17725 including the date cast. . Ensure that each shipment of products to the job site includes a list of products shipped and the required written certification statement for each product. Provide this list ..., and certification(s) to the Engineer. . II 641-2 Materials. Meet the following requirements: Portland Cement Concrete * ........ Section 346 * Class V Special . .., . 641-3 Concrete Pole Construction. Construct concrete poles in accordance with Section 450. Assume responsibility for performance of all quality control testing and inspections required by Sections 346 and 450, however; the PCI personnel and plant certifications are not required. .., . n 641-4 Installation Requirements. 641-4.1 General: Furnish poles of the type and length shown on the plans. Provide catenary cable of the size shown on the plans. Ground poles in accordance with Section 620. Install span wire assemblies in accordance with Section 634. Do not consider the poles acceptable for use if the camber of the pole, measured as the maximum deviation between the centerline of the pole and a straight line connecting the centroids of the cross-sections at each end of the pole, is greater than the total pole length in inches [millimeters] divided by 140]. 641-4.2 Footings: Provide footings 3 feet 6 inches [1 m] in diameter and of the depth specified in the plans for strain poles used for span wire support of traffic signals. Provide footings for all other pole applications as specified in the plans. Construct the footings with Class I concrete as specified in Section 347. For the excavation and backfill of the footing, meet the requirements specified in 125-4 and 125-8.2 with the exception of the backfill density. In lieu of the requirements for obtaining the specified density, the Contractor may hand tamp the backfill in 4 inches [100 mm] maximum layers or machine tamp the backfill in 6 inches [150 mm] maximum layers. When performing such operations, ensure that the material is neither dry nor saturated. The Contractor may backfill with concrete. Use forms, when required, meeting the requirements of 700-7.3. If the footing is cast in an oversize hole, place the concrete in the top 6 inches [150 mm] in a form. Trowel all exposed surfaces to a smooth finish. 641-4.3 Orientation of Poles: For poles supporting one catenary wire, orient the pole so that the load face is perpendicular to the catenary wire. For poles supporting two catenary wires, orient the pole so that the load face is perpendicular to a line bisecting the angle between the two catenary wires. ., . ., . 1"'1 . . r"1 . , . .., . ,.., . ..., 641-5 Method of Measurement. 641-5.1 General: Measurement for payment will be In accordance with the following work tasks. ...1 ..., . ..., 09/09 01000-148 03-4122.F . , . ..., . 641-5.2 Furnish and Install: The Contract unit price for Prestressed Concrete Poles, Furnish and Install, will consist of the pole plus all labor, concrete for the foundation and ..., other materials necessary for a complete and accepted installation as specified in the . Contract Documents. 641-5.3 Furnish: The Contract unit price for Prestressed Concrete Poles, Furnish, ., will include the cost of the pole and shipping, handling, and delivery of the pole to the site . designated in the Contract Documents. 641-5.4 Install: The Contract unit price for Prestressed Concrete Poles, Install, will ..., include all labor, concrete for the foundation and other materials necessary for a complete . and accepted installation as specified in the Contract Documents. The Engineer will supply the poles. ..., . ,., 641-6 Basis of Payment. Price and payment will be full compensation for all work specified in this Section. Payment will be made under: Item No. 641- Prestressed Concrete Poles - each. Item No. 2641- Prestressed Concrete Poles - each. . ., . 700 HIGHWAY SIGNING. (REV 9-20-05) (FA 12-6-05) (7-06) ..., . SECTION 700 (Pages 727-737) is deleted and the following substituted: " Ii SECTION HIGHWAY SIGNING 700 ...... II 700-1 Description. Furnish and erect aluminum or steel roadway signs, with supporting posts or columns, at the locations shown in the plans, in accordance with the details shown in the plans. Reflectorize all signs, and, when so specified in the plans, provide overhead signs with lighting. The Department designates Roadside Traffic Signs as all signs erected on the shoulders, slopes, or medians, but not extending over the traveled roadway. The Department designates signs erected partially or completely over the traveled roadway or mounted on bridges as Overhead Traffic Signs, and may further classify some of these signs as Overhead Cantilever Traffic Signs. . . ,.., . " - .., 700-2 Sign Assembly Design Requirements. 700-2.1 General: Sign assemblies as specified in the plans fall into three general categories: frangible support ground sign assemblies, breakaway support ground sign assemblies, and overhead sign assemblies. Use any combination of sign materials described below. The Contractor may utilize different combinations for each type of sign assembly. However, ensure that the material combination used for each type is the same within the Contract. 700-2.2 Sign Panels: Use either aluminum or galvanized steel for any sign panel shown in the plans, regardless of its mounting type. . ...., . ,.., . ,..., . ..., 09/09 01000-149 03-4122.F - ..... . r'"I . If using galvanized steel for the sign panels, provide the same dimensions, including the thickness, as those shown in the plans for aluminum. Fabricate standard sign panel messages in accordance with details included in the Standard Highway Signs Manual published by the U.S. Department of Transportation. The Engineer will not require the submittal of shop drawings for these signs or for non-standard sign panels and messages fabricated in accordance with details shown in the plans. Submit seven copies of shop drawings indicating detailed layout of the sign legend, spacing, and border for all other signs to the Engineer prior to fabrication. If the size of a sign is not specified in the plans, provide the size sign for conventional roadways as shown in the MUTCD. 700c2.3 Roadside Sign Supports: 700-2.3.1 Frangible Supports: Provide posts for all frangible sign assemblies consisting of aluminum tubes up to 3 1/2 inches [90 mm] outside diameter with 3/16 inch [4.76 mm] wall thickness, or galvanized steel U-Channel up to 3 Ib/ft [4.5 kg/m] as listed on the Qualified Products List, and in accordance with Design Standards, Index Nos. 11860 through 11865 for frangible sign supports. 700-2.3.2 Breakaway Supports: For posts for breakaway sign assemblies, the Contractor may use either aluminum or galvanized steel in accordance with the requirements for breakaway signs in the Design Standards. The Engineer will accept breakaway sign assemblies utilizing load concentrating couplers as an alternate to the slip base. Supply erection drawings with the assemblies. Supply evidence that the proposed couplers meet the breakaway requirements of the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals, prior to use on a project. The Department lists alternate proprietary and non-proprietary breakaway assemblies on the Qualified Products List. For an acceptable non-proprietary breakaway lap splice for U-Channel steel posts, refer to the U-Channel Lap Splice Detail. The Engineer may accept other alternate breakaway designs if satisfactorily tested in accordance with the current AASHTO requirements. 700-2.3.3 Steel Posts: When using steel posts as the structural member in a full length support or breakaway base installation for a small roadway sign, provide steel flanged U-channel consisting of rerolled rail steel or an equivalent billet steel, meeting the mechanical requirements of ASTM A 499, Grade 60, and meeting the chemical requirements of ASTM A 1. For each U-channel, punch or drill 3/8 inch [9.5 mm] diameter holes on 1 inch [25 mm] centers through the center of the post, starting approximately 1 inch [25 mm] from the top and extending the full length of the U-post. Ensure that the weight per foot [meter] of a particular manufacturer's U-channel size does not vary more than ::!::3 1/2% of its specified weight per foot [meter]. Taper the bottom end of the U-channel post for easier installation. Machine straighten the U-channel to a tolerance of 0.4% of the length. Ensure that post configuration generally complies with the dimensions for Type F or Type M flanged U-channel, as shown on Design Standards, Index No. 11865. Only provide steel components that have been galvanized after fabrication in accordance with ASTM A 123 [ASTM A 123M] and have a smooth uniform finish free from defects affecting strength, durability, and appearance. Attach the sign to the structural member using hardware meeting the manufacturer's recommendations and as specified in the Design Standards. Only use attachment hardware (nuts, bolts, clamps, brackets, braces, etc.) of a non-corrosive metal, .., . ,., . -. . ..., . ., . "1 . ..., . .., . ,., . I""l . II . ..., . II . r'"I . ..., . .., . -. 09/09 01000-150 03-4122.F . .., . ..., I' aluminum, or galvanized steel, meeting the requirements specified on the Design Standards, Index Nos. 11860 through 11865. 700-2.4 Overhead Sign Structures: 700-2.4.1 Department's Design: When the overhead sign structure is detailed in the plans, submit shop drawings to the Department for approval as specified in Section 5. Prior to the submittal of the shop drawings, determine the actual length of support columns for all sign structures on the basis of existing field conditions and include these lengths on the shop drawings. 700-2.4.2 Contractor's Design: When the overhead sign structure is not detailed in the plans, submit to the Department a sign structure design utilizing steel structural members. Meet the requirements of this Section and the AASHTO Specification for the Design and Construction of Structural Supports for Highway Signs, Luminaires and Traffic Signals. Use a design wind speed as shown on the Contract drawings. When a sign structure is attached to a bridge or wall structure, ensure that the loads from the sign structure applied to the bridge or wall structure are equal to or less than those shown on the Contract drawings. When the sign support is not on a structure, the Contractor is responsible for the design of the foundation. Have designs and shop drawings prepared by a Specialty Engineer or the Contractor's Engineer of Record, and submit them to the Department for review and approval in accordance with Section 5. Determine the actual length of support columns for all sign structures on the basis of existing field conditions, and include these lengths in the shop drawings and calculations. 700-2.5 Sign Background: Meet the requirements of Section 994. Use Type III, IV, V or VII sheeting for background sheeting, white legends, borders and shields on all signs, excluding STOP, DO NOT ENTER, and WRONG WAY. Use Type VII sheeting for STOP, DO NOT ENTER and WRONG WAY signs. Use Type III, IV, V or VII yellow-green fluorescent sheeting for S 1-1 school advance signs and supplemental panels used with S 1-1, S3-1 and S4-5 school signs. Do not mix signs having fluorescent yellow-green sheeting with signs having yellow reflective sheeting. Use fluorescent orange Type VI or VII for all orange work zone signs. Mesh signs shall meet the color, daytime luminance and nonreflective property requirements of Section 994, Type VI. . ..., . ,.., . ~ . II . .., . ,., . .., . ..., . ..., . .., . . ...., 700-3 Materials. 700-3.1 General: Meet the materials requirements shown below and any additional requirements which the plans might show. 700-3.2 Concrete: For footings, use Class II concrete meeting the requirements of Section 346. 700-3.3 Reinforcing Steel: For reinforcing steel in footings, meet the requirements of Section 41 5. 700-3.4 Aluminum Materials: 700-3.4.1 General: For aluminum materials, meet the general provisions of II . . II . 965-1. ,.., 700-3.4.2 Sheets and Plates: For aluminum sheets and plates for sign panels, meet the requirements of ASTM B 209, [ASTM B 209M], Aluminum Association Alloy 6061-T6, 5154-H38 or 5052-H38 and those shown in the plans. . 1""1 . 09/09 01 000-1 51 03-4122.F P'"I . ,., . -, . 700-3.4.3 Extruded Tubing: For extruded aluminum tubing, meet the requirements shown in the plans. 700-3.4.4 Castings: Provide aluminum castings of the alloys shown in the plans. For aluminum alternates the Engineer will allow a cast base, provided the Contractor submits test reports giving evidence that the base to be used for each pole size is as strong as the pole with which it is to be used. Perform physical tests and submit certified reports for one base to be used with each pole size. Use Alloy A 356-T6 for the castings. Use aluminum bolts for connecting parts of the cast base. 700-3.4.5 Channels: For aluminum channels, meet the requirements of ASTM B 308 [ASTM B 308M] for the alloys shown in the plans. 700-3.4.6 Bolts, Nuts, and Lockwashers: For aluminum bolts, nuts, and lockwashers, meet the requirements shown in the plans. Ensure that finished bolts and washers are given an anodic coating of at least 0.0002 inch [5 ~tm] in thickness and are chromate-sealed. 700-3.5 Steel: 700-3.5.1 General: Only use structural steel, including bolts, nuts, and washers, that have been hot dip galvanized or metalized after fabrication. Perform hot dip galvanizing in accordance with ASTM A 123 [ASTM A 123M] or ASTM A 153 [ASTM A 153M] and metalizing in accordance with Section 562. For galvanized steel members, except plate for sign panels, meet the general requirements of Section 962 and the specific requirements of 962-7. For steel plate for use as sign panels, meet the requirements of ASTM A 283 [ASTM A 283M] for either Grade C or Grade D. 700-3.5.2 Specific Uses of Aluminum and Galvanized Steel: Use aluminum bolts, nuts, and hardware to connect parts of the cast base. Use galvanized steel anchor bolts for anchoring base plates to concrete bases and for the nuts and washers. For all other metal parts, the Engineer will allow galvanized steel as an alternate to aluminum. 700-3.6 Bearing Pads: For bearing pads, meet the requirements of 932-2. 700-3.7 Reflective Sheeting: Meet the reflective sheeting requirements of Section 994. 700-3.8 Process Colors: Use transparent and black opaque process colors meeting the requirements of 994-4 on reflective and nonreflective sheeting. 700-3.9 Demountable Sign Face Materials: For demountable sign face materials, meet the requirements of Section 995. . ..., . 1"'"1 . .., . " . ..., . II . " . ..., . II . .., . ,., ., 700-4 Preparation of Sign Blanks. 700-4.1 De-greasing and Etching for Aluminum Sign Blanks: 700-4.1.1 General: Prior to the application of reflective sheeting, use any of the methods shown below to de-grease and etch the aluminum sign blanks. 700-4.1.2 Hand Method: Under this method, de-grease and etch the blanks in one operation, using steel wool (medium grade) with any of the following combinations of materials: (1) An abrasive cleanser of a commercial grade kitchen scouring . ,.., . ,.., . ~ . powder. (2) Acid and a suitable detergent solution. (3) An alkaline solution. r""'I . .., 09/09 01000-152 03-4122.F . ...., . .., . Thoroughly rinse the blanks with clean water following all hand ...., de-greasing operations. 700-4.1.3 Power-Washer Method: Under this method, de-grease the blanks with an inhibited alkaline cleanser, by spraying for 90 seconds with the solution between 135 and 2490F [57 and 120oC], the exact temperature to be as recommended by the manufacturer of the cleanser. After the spraying, rinse the blanks with clean water. Then etch the blanks by immersing them in a 6 to 8% solution of phosphoric acid at a temperature of 100 to 1800F [38 to 820C] for 60 seconds. After immersion, rinse the blanks in clean water. 700-4.1.4 Immersion Method: Under this method, de-grease the blanks by immersing them in a solution of inhibited alkaline cleanser at a temperature between 160 and 1800F [71 and 820C] for three to five minutes, and then rinsing with clean water. Then etch blanks by immersing them in a 6 to 8% solution of phosphoric acid at a temperature of 1000F [380C] for three minutes. After immersion, rinse the blanks in clean water. , 700-4.1.5 Vapor De-greasing Method: Under this method, de-grease the blanks by totally immersing them in a saturated vapor of trichloroethylene. Remove trademark printing with lacquer thinner or a controlled alkaline cleaning system. 700-4.1.6 Alkaline De-greasing Method: De-grease the blanks by totally immersing them in a tank containing an alkaline solution, controlled and titrated in accordance with the solution manufacturer's directions. Adapt immersion time to the amount of soil present and the thickness of the metal. After immersion, thoroughly rinse the blanks with running water. 700-4.1.7 Etching Method when De-greasing is Separate Operation: If using either of the de-greasing methods described under 700-4. '1.5 and 700-4.1.6, accomplish etching by one of the following alternate methods: (1) Acid Etch: Etch well in a 6 to 8 % phosphoric acid solution at 1000F [380C], or in a proprietary acid etching solution. Rinse thoroughly with running cold water, which may be followed by a hot water rinse. (2) Alkaline Etch: Etch aluminum surfaces in an alkaline etching material that is controlled by titration. Meet the time, temperature, and concentration requirements specified by the solution manufacturer. After completing etching is complete, rinse the panel thoroughly. 700-4.2 Preparation of Surface for Steel Sign Blanks: Clean and prepare galvanized steel sign blanks for painting or for application of reflective sheeting in accordance with the recommendations of the manufacturer of the material to be applied to the sign blanks. 700-4.3 Drying: Dry the panels using a forced-air drier. Use a device or clean canvas gloves, to handle the material between all cleaning and etching operations and the application of reflective sheeting. Do not allow the metal to come in contact with greases, oils or other contaminants prior to the application of reflective sheeting. 700-4.4 Fabrication of Sign Blanks: Fabricate all metal parts to ensure a proper fit of all sign components. Complete all fabrication, with the exception of cutting and punching of holes, prior to metal de-greasing and applying the reflective sheeting. Cut metal panels to size and shape and keep free of buckles, warp, dents, burrs, and defects resulting from fabrication. Provide all sign panels with a flat surface. Where signs are to be fabricated from galvanized steel, cut the plates to the required size and drill prior to galvanizing. . II . , . .., . ,.. . ,.., . , . f""1 . r-, . ,..., . ...... . .., . .., . ,.., . I' . ..., - ..., 09/09 01 000-1 53 03-4122.F . ..-. . -. . ..., . ...., . I""l . -. . r-, . .., . ..., . ..., . II . 1""1 . -. . .., . ..., . ,., . ,.., . ,.... . """" r, 700-5 Fabrication of Reflectorized Sign Faces. 700-5.1 Application of Sheeting: Apply reflective sheeting to the base panels with mechanical equipment in a manner specified for the manufacture of traffic control signs by the sheeting manufacturer. Ensure that sheeting applied to extruded aluminum sections adheres over and around the side legs of all panels to a minimum distance of 1/16 inch [1.5 mm] beyond the radius of top edge. Match sign faces comprising two or more pieces of reflective sheeting for color and reflectivity at the time of sign fabrication. Reverse and apply consecutively alternate successive width sections of either sheeting or panels to ensure that corresponding edges of sheeting lie adjacent on the finished sign. The Engineer will not accept nonconformance that may result in non-uniform shading and an undesirable contrast between adjacent widths of applied sheeting. 700-5.2 Finish: Seal reflective sheeting splices and sign edges with materials the sheeting manufacturer supplies in a manner the sheeting manufacturer specifies for traffic control signs. 700-5.3 Screening-on Message: Screen message and borders on reflective sheeting in accordance with the recommendations of the paint manufacturer. Process either before or after applying the sheeting to the base panels. 700-5.4 Finished Sign Face: Provide finished signs with clean cut and sharp messages and borders. Ensure that finished background panels are essentially a plane surface. 700-5.5 Stenciling: For permanent roadway signs, mark the back of all finished panels at the bottom edge with "FDOT", the date of fabrication, the date of installation, and the fabricator's initials. For construction signs, mark the back of all finished panels at the bottom edge with the date of fabrication and the fabricator's initials. Make the markings unobtrusive, but legible enough to be easily read by an observer on the ground when the sign is in its final position. Apply the markings in a manner that is at least as durable as the sign face. 700-5.6 Product Changes: If changes in the formulation of the sheeting occur, submit new samples for re-evaluation for continued approval. 700-6 Acceptance of Signs. 700-6.1 Manufacturer's Certification and Recommendations: Ensure that the sign manufacturer provides producer's certifications of materials incorporated into the signs. Ensure that the sign manufacturer certifies that the delivered signs conform to this Section and provides recommendations for storing and repairing signs. 700-6.2 Packaging and Shipping: Have the manufacturer package and ship the signs in a manner which will minimize possible damage. 700-6.3 Storage of Signs: If signs are stored prior to installation, store them in accordance with the manufacturer's recommendations. 700-6.4 Sign Inspection: Do not install signs until the Engineer inspects them for conformance with this Section. Provide all manufacturer certifications and recommendations prior to the Engineer's inspection. The Engineer will inspect the signs upon delivery to the storage or project site and again at the final construction inspection. Repair and replace signs deemed unacceptable by the Engineer at no expense to the Department. 700-6.5 Imperfections and Repairs: Repair and replace signs containing imperfections or damage regardless of the kind, type, or cause of the imperfections or 09/09 01000-154 03-4122.F .... . -. damage. Make repairs according to the manufacturer's recommendations and to the satisfaction of the Engineer. Ensure that completed repairs provide a level of quality necessary to maintain the service life warranty of the sign and are satisfactory in appearance to the Engineer. . ..., . ,., 700-7 Footings for Signs, Posts and Supports. 700-7.1 Excavation and Backfilling: Perform excavation and backfilling for the footings in accordance with Section 125, with the exceptions that no specific density is required and that the backfill may be tamped in 4 inches [100 mm] maximum layers. Use material that is at near optimum moisture and neither dry or saturated, and tamp to the extent directed by the Engineer. The Department may require that the backfilling be done with poured concrete. Install spread footings which support sign structures overhanging the roadway as required in 455-25 through 455-37. 700-7.2 Mixing and Placing Concrete: For batching and mixing of concrete for footings, meet the requirements of Section 346, except that the Engineer will allow hand mixing by approved methods where the quantity to be mixed does not exceed 1/2 yd3 [0.4 m3]. Use cast-in-place or precast concrete for the footings. 700-7.3 Forms: The Engineer will not require forms when the ground is sufficiently firm, in which case, sufficiently moisten the adjacent earth to prevent it from absorbing the moisture from the concrete. Where forms are required and the soil is not moist, place sufficient water, as directed by the Engineer, in the hole, and pour the concrete as soon as the water has been absorbed. Place at least 4 inches [100 mm] of loose earth, free from clods or gravel, over the top of the footing to effect curing. 700-7.4 Finishing Concrete: Trowel the top of the concrete to a smooth finish. 700-7.5 Removal of Footing: When the plans call for existing ground-mounted signs to be modified or removed, immediately remove supports and footings that project more than 6 inches [150 mm] above the ground surface after removing the sign panel from the assembly. Remove existing footings to a depth at least 12 inches [300 mm] below the ground surface. The costs will be included in the Contract unit price of the item to which it is incidental. " . ..., . .., . .., . ,., . ,.., . " . .., . . . 700-8 Erection of Signs and Sign Supports. Do not erect overhead sign supports until the concrete in the support footing has cured for at least seven days. The Engineer may allow sign support erections prior to seven days provided the footing concrete strength is at least 2,500 psi [17 MPa]. Determine concrete strength from tests on a minimum of two test cylinders, tested in accordance with Section 346. Erect the signs and sign structures in accordance with the details shown in the plans. The Contractor may fabricate the structural steel sign trusses in sections that will fit into available galvanizing vats. Prior to galvanizing, weld the joints as specified in 460-6 and in accordance with the details shown in the plans. Metalize damaged parts as specified in Section 562. Weld aluminum structures in accordance with 965-3. II r-"I . II . I' . " 700- 9 Method of Measurement. The quantities to be paid for will be: . r-, . 09/09 01000-155 03-4122.F ..., . .., . ..., . -, . ..., . , . .., . ..., . r, . ., . " . ., . ,., . , . ..., . .., . ..., . .., . . ., . (1) The number of roadside traffic signs of each designated class of assembly, complete. (2) The number of overhead traffic signs of each designated class of assembly, complete. (3) The number of lighted overhead traffic signs of each designated class of assembly, complete. (4) The number of existing signs removed, relocated, modified, lighted, placed on breakaway or nonbreakaway supports, of each designated class of assembly, complete. (5) The number of each existing sign refurbished, existing sign panel removed, pole installed, exit numbering panel, and mile post, complete. (6) The number of overhead signs span wire mounted, bridge mounted, and lighted sequential, of each designated class of assembly, complete. (7) The number of lighted roadside signs of each designated class of assembly, complete. For the purpose of payment, a sign assembly consists of all the signs mounted on a single structure (one, two or three posts, or overhead structure) or all the signs on a bridge mounted sign structure and the sign structure. 700-10 Basis of Payment. Price and payment will be full compensation for furnishing and installation of all materials necessary to complete the signs in accordance with the details shown in the plans; including sign panels complete with sheeting, painting, and message; sign posts and supports, footings, excavation, etc.; for the lighted signs, all costs of the electrical installation for lighting, up to the point of connection by others; and all other work specified in this Section, including all incidentals necessary for the complete item. 706 RAISED RETRO-REFLECTIVE PAVEMENT MARKERS AND BITUMINOUS ADHESIVE- METHOD OF MEASUREMENT. (REV 6-10-03) (FA 6-12-03) (1-04) ARTICLE 706-7 (Page 748) is deleted and the following substituted: 706-7 Basis of Payment. 706-7.1 General: Price and payment will be full compensation for all work specified in this Section. 706-7.2 Lump Sum Payment: Price and payment for Retro-Reflective Pavement Markers will not be measured or paid for separately, when the item for Painted Pavement Markings (Final Surface) is included in the proposal. Price and payment will be made in accordance with 710-11.2. 09/09 01 000-1 56 03-4122.F ..., . ..., . 710 PAINTED PAVEMENT MARKINGS. (REV 8-24-05) (FA 8-9-05) (1-06) ..., . SECTION 710 (Pages 748-752) is deleted and the following substituted: " . SECTION PAINTED PAVEMENT MARKINGS 710 r-a 710-1 Description. Apply Painted Traffic Stripes and Markings, In accordance with the Contract Documents. . ..., . 710-2 Materials. Use only materials listed on the Qualified Products List (QPL) meeting the following requirements: Raised Retro-reflective Pavement Markers and Bituminous Adhesive........................................................................ Section 970 Waterborne Paint...................................................... 971-1 and 971-3 Fast Dry Solvent Paint............................................... 971-1 and 971-4 Glass Spheres.......................................................... 971-1 and 971-2 The Engineer will take random samples of all material in accordance with the Department's Sampling, Testing and Reporting Guide schedule. ., . -. . ,.., . . 710-3 Equipment. Use equipment that will produce continuous uniform dimensions of pavement markings of varying widths and meet the following requirements: (a) Capable of traveling at a uniform, predetermined rate of speed, both uphill and downhill, in order to produce a uniform application of paint and capable of following straight lines and making normal curves in a true arc. (b) Capable of applying glass spheres to the surface of the completed stripe by an automatic sphere dispenser attached to the striping machine such that the glass spheres are dispensed closely behind the installed line. Use a glass spheres dispenser equipped with an automatic cut-off control that is synchronized with the cut-off of the traffic paint and applies the glass spheres in a manner such that the spheres appear uniform on the entire pavement markings surface with, 50 to 60% embedment. (c) Capable of spraying the paint to the required thickness and width without thinning of the paint. Equip the paint tank with nozzles equipped with cut-off valves, which will apply broken or skip lines automatically. .., ..., . ..., . ,.... . .., . ..., 710-4 Application: 710-4.1 General: Remove existing pavement markings, such that scars or traces of removed markings will not conflict with new pavement markings, by a method approved by the Engineer. Payment for marking removal will be in accordance with 102-5.9. Before applying traffic stripes and markings, remove any material by a method approved by the Engineer that would adversely affect the bond of the traffic stripes. . ,.., . ..., . n . ,.., 09/09 01000-157 03-4122.F . , . ..., Apply traffic stripes and markings only to dry surfaces, and when the ambient air and surface temperature is at least 400F [50C] and rising. Do not apply traffic stripes and markings when winds are sufficient to cause spray dust. Apply traffic stripes and markings, having well defined edges, over existing pavement markings such that not more than 2 inches [50 mm] on either end and not more than 1 inch [25 mm] on either side is visible. Mix the paint thoroughly prior to pouring into the painting machine. Apply paint to the pavement by spray or other means approved by the Engineer. Conduct field testing in accordance with FM 5-541 and 5-579. Remove and replace traffic stripes and markings not meeting the requirements of this Section at no additional cost to the Department. Apply all pavement markings prior to opening the road to traffic. 710-4.1.1 Final Surface: Painted Pavement Markings (Final Surface) will include two applications of painted pavement markings and one application of retro- reflective pavement markers applied to the final surface. Apply all retro-reflective pavement markers meeting the requirements of Section 706. 710-4.2 Thickness: Apply paint to attain a minimum wet film thickness in accordance with the manufacturer's recommendations. 710-4.3 Retroreflectivity: Apply white and yellow pavement markings that will attain an initial retroreflectance of not less than 300 mcd/lx.m2 and not less than 250 mcd/lx'm2, respectively. Measure, record and certify on a Department approved form and submit to the Engineer, the retroreflectivity of white and yellow pavement markings in accordance with Florida Method FM 5-579. The Department reserves the right to test the markings within 3 days of receipt of the Contractor's certification. Failure to afford the Department opportunity to test the markings will result in non-payment. The test readings should be representative of the Contractor's striping performance. If the retroreflectivity values measure below values shown above, the striping will be reapplied at the Contractor's expense. For work zone markings, ensure that the minimum retroreflectance of white and yellow pavement markings are not less than 1 50 mcd/lx' m2. If the retroreflectivity values fall below the 150 mcd/lx'm2 value within six months of initial application, the striping will be reapplied at the Contractor's expense. 710-4.4 Color: Use paint material that meet the requirements of 971-1. 710-4.5 Glass Spheres: Apply glass spheres on all pavement markings immediately and uniformly following the paint application. The rate of application shall be based on the manufacturer's recommendation. . , . " . II . II . ,.., . ., . f"1 . -, . .., . ,.., . ..., . ,.., . 710-5 Tolerances in Dimensions and in Alignment. Establish tack points at appropriate intervals for use In aligning stripes, and set a stringline from such points to achieve accuracy. 710-5.1 Dimensions: 710-5.1.1 Longitudinal Lines: Apply painted skip line segments with no more than :!:: 12 inches [:!:: 300 mm] variance, so that over-tolerance and under-tolerance lengths between skip line and the gap will approximately balance. Apply longitudinal lines at least 2 inches [50 mm] from construction joints of portland cement concrete pavement. 710-5.1.2 Transverse Markings, Gore Markings, Arrows, and Messages: Apply paint in multiple passes when the marking cannot be completed in one pass, with an overall line width allowable tolerance of :!:: 1 inch [:!:: 25 mm]. . .., ...., . ..., . r-'1 . 09/09 01000-158 03-4122.F .., . ..., . 1"""1 . 710-5.1.3 Contrast Lines: Use black paint to provide contrast on concrete or light asphalt pavement, when specified by the Engineer. Apply black paint in 10 foot [3 m] segments following each longitudinal skip line. 710-5.2 Alignment: Apply painted stripes that will not deviate more than 1 inch [25 mm] from the stringline on tangents and curves one degree or less. Apply painted stripes that will not deviate more than 2 inches [50 mm] from the stringline on curves greater than one degree. Apply painted edge stripes uniformly, not less than 2 inches [50 mm] or more than 4 inches [100 mm] from the edge of pavement, without noticeable breaks or deviations in alignment or width. Remove and replace at no additional cost to the Department, traffic stripes that deviate more than the above stated requirements. 710-5.3 Correction Rates: Make corrections of variations in width at a maximum rate of 10 feet [3 m] for each 0.5 inches [13 mm] of correction. Make corrections of variations in alignment at a maximum rate of 25 feet [8 m] for each 1 inch [25 mm] of correction, to return to the stringline. .., . ...., . I' . -, . .., . 710-6 Contractor's Responsibility for Notification. Notify the Engineer prior to the placement of the materials. Furnish the Engineer with the manufacturer's name and LOT numbers of the materials and glass spheres to be used. Ensure that the approved LOT numbers appear on the materials and glass spheres packages. Submit a certified test report to the Engineer indicating that the materials meet all requirements specified. 1 . . , . ..., 710-7 Protection of Newly Painted Pavement Markings. Do not allow traffic onto or permit vehicles to cross newly applied pavement markings until they are sufficiently dry. Remove and replace any portion of the pavement markings damaged by passing traffic or from any other cause, at no additional cost to the Department. .., . . r"1 710-8 Corrections for Deficiencies to Applied Painted Pavement Markings. Reapply a 1.0 mile [1.0 kilometer] LOT centered around any deficiency, at no additional cost to the Department. . ., 710-9 Submittals. 710-9.1 Submittal Instructions: Prepare a certification of quantities, using the Department's current approved form, for each project in the Contract. Submit the certification of quantities and daily worksheets to the Engineer. The Department will not pay for any disputed items until the Engineer approves the certification of quantities. 710-9.2 Contractor's Certification of Quantities: Request payment by submitting a certification of quantities no later than Twelve O'clock noon Monday after the estimate cut-off date or as directed by the Engineer, based on the amount of work done or completed. Ensure the certification of quantities consists of the following: (a) Contract Number, FPID Number, Certification Number, Certification Date and the period that the certification represents. (b) The basis for arriving at the amount of the progress certification, less payments previously made and less any amount previously retained or withheld. The basis will include a detailed breakdown provided on the certification of items of payment. . .., . ..., . II . .., . , . ..., 09/09 01000-159 03-4122.F . ..., . ..., . 710-10 Method of Measurement. The quantities to be paid for under this Section will be as follows: (a) The net length, in feet [meters], of each of the various types of lines and stripes, authorized and acceptably applied. (b) The total traversed distance in gross miles [kilometers] of 10-30 skip line. The actual applied line is 25 % of the traverse distance for a 1:3 ratio. This equates to 1,320 feet [250 m] of marking per mile [kilometer] of single line. (c) The length, in net miles [net kilometers], of Solid Traffic Stripe, authorized and acceptably applied. (d) The number of pavement messages, symbols and directional arrows, authorized and acceptably applied. (e) The length, in gross miles [kilometers], of Alternating Skip Traffic Stripe, authorized and acceptable applied. (f) Lump Sum, as specified in 710-4.1.1 when the item for Painted Pavement Markings (Final Surface) is included in the proposal. The net length, in feet [meters] of dotted and skip stripes other than 10-30 [3m-9m] will be measured as the distance from the beginning of the first painted stripe to the end of the last painted stripe with proper deductions made for unpainted intervals as determined by plan dimensions or stations, subject to 9-1.3. Unpainted intervals will not be included in pay quantity. The gross-mile [gross-kilometer] measurement of 10-30 Skip Traffic Stripes will be taken as the distance from the beginning of the first painted stripe to the end of the last painted stripe, and will include the unpainted intervals. It will not include any lengths of unpainted intervals which, by design or by other intent of the Department, are greater than 30 feet [9 m]. Final measurement will be determined by plan dimensions or stations, subject to 9-1.3.1. ..., . .., . ..... . -. . ,., . II . ..., . -. . " . -, 710-11 Basis of Payment. 710-11.1 General: Prices and payments will be full compensation for all work specified in this Section, including, all cleaning and preparing of surfaces, furnishing of all materials, application, curing and protection of all items, protection of traffic, furnishing of all tools, machines and equipment, and all incidentals necessary to complete the work. Final payment will be withheld until all deficiencies are corrected. 710-11.2 Lump Sum Payment: When the item for Painted Pavement Markings (Final Surface) is included in the proposal, price and payment will be full compensation two applications of all painted pavement markings applied to the final surface, and one application of retro-reflective pavement markers applied to the final surface in accordance with Section 706. Payment will be made under: Item No. 710- 6- Directional Arrow, Painted - each. Item No. 2710- 6- Directional Arrow, Painted - each. Item No. 710- 7- Pavement Messages, Painted - each. Item No. 2710- 7- Pavement Messages, Painted - each. Item No. 710- 21- Skip Traffic Stripe (White/Black) - per gross mile. Item No. 2710- 21- Skip Traffic Stripe (White/Black) - per gross kilometer. Item No. 710- 22- Skip Traffic Stripe (Yellow) - per gross mile. Item No. 2710- 22- Skip Traffic Stripe (Yellow) - per gross kilometer. Item No. 710- 23- Solid Traffic Stripe (White/Black) - per net mile. ..., . . ., . ..... . ..., . " . r-I . ..., 09/09 01000-160 03-4122.F . .., - ., Item No. 2710- 23- Solid Traffic Stripe (White/Black) - per net kilometer. Item No. 710- 24- Solid Traffic Stripe (Yellow) - per net mile. Item No. 2710- 24- Solid Traffic Stripe (Yellow) - per net kilometer. Item No. 710- 25- Solid Traffic Stripe (White/Black) - per foot. Item No. 2710- 25- Solid Traffic Stripe (White/Black) - per meter. Item No. 710- 26- Solid Traffic Stripe (Yellow) - per foot. Item No. 2710- 26- Solid Traffic Stripe (Yellow) - per meter. Item No. 710- 27- Skip Traffic Stripes (White/Black) - per foot. Item No. 2710- 27- Skip Traffic Stripes (White/Black) - per meter. Item No. 710- 28- Skip Traffic Stripe (Yellow) - per foot. Item No. 2710- 28- Skip Traffic Stripe (Yellow) - per meter. Item No. 710- 29- Reflective Paint (Island Nose) (White) - per square foot. Item No. 2710- 29- Reflective Paint (Island Nose) (White) - per square meter. Item No. 710- 30- Reflective Paint (Island Nose) (Yellow) - per square foot. Item No. 2710- 30- Reflective Paint (Island Nose) (Yellow) - per square meter. Item No. 710- 79- Alternating Skip Traffic Stripe - per gross mile. Item No. 2710- 79- Alternating Skip Traffic Stripe - per gross kilometer. Item No. 710- 90- Painted Pavement Markings (Final Surface) - lump sum. Item No. 2710- 90- Painted Pavement Markings (Final Surface) - lump sum. . -, . ., . ., . II . .., . .... . -, . " . 901 COARSE AGGREGATES. (REV 6-8-05) (FA 6-29-05) (1-06) II SUBARTICLE 901-4.2 (Page 774) is deleted and the following substituted: . .., 901-4.2 Lightweight Coarse Aggregate for Structural Concrete: The requirements of 901-4.1 are modified as follows: Aggregates shall not be produced from pumice and scoria. Los Angeles Abrasion (FM 1-T 096, Section 12) shall be 45%, maximum. Gradation shall meet the requirements of AASHTO M 195 for 3/4 inch [19 mm], 1/2 inch [13 mm] and 3/8 inch [10 mm]. . .., . ARTICLE 901-5 (Page774) is deleted and the following substituted: -. ..., 901-5 Reclaimed Portland Cement Concrete. The reclaimed portland cement concrete shall be from a source which was produced and placed in accordance with applicable Specifications. This material may be used as the coarse aggregate in Nonstructural Concrete applications. The material shall be crushed and processed to provide a clean, hard, durable aggregate having a uniform gradation free from adherent coatings, metals, organic matter, base material, joint fillers, and bituminous materials. The Contractor's (Producer's) crushing operation shall produce an aggregate meeting the applicable gradation requirements. The physical property requirements of 901- 1.3 for Soundness shall not apply and the maximum loss as determined by the Los Angeles Abrasion (FM 1-T 096) is changed to 50. . . ..., . II . ..., . 09/09 01 000-1 61 03-4122.F ,.., . .., . ~ . The sources of reclaimed portland cement concrete will be treated as a mine and subject to the requirement of Section 6. ,..., . 916 BITUMINOUS MATERIALS. (REV 11-2-05) (FA 12-6-05) (7-06) ,., . SECTION 916 (Pages 785-797) is deleted and the following substituted: , . SECTION BITUMINOUS MATERIALS 916 " 916-1 Superpave PG Asphalt Binder: 916-1.1 Requirements: Superpave PG asphalt binders, identified as PG 64-22, PG 67-22, and PG 76-22, shall meet the requirements of 916-1.2, AASHTO M-320 and the following additional requirements: 1. The mass loss AASHTO T-240 shall be a maximum of 0.5% for all . ,.., . I . grades. . 2. The spot test AASHTO T-1 02 with standard naphtha shall be negative for all grades. As an exception, a positive spot will be accepted if the PA V Residue (AASHTO R-28) at 110 oC meets all the requirements for the particular grade. 3. The smoke point FM 5-519 shall be a minimum of 1250C for all grades. 4. The intermediate test temperature at 10 rad/s. for the Dynamic Shear Rheometer test AASHTO T-315 shall be 250C for all grades. 5. An additional high temperature grade of PG 67 is added for which the high test temperatu re at 10 rad/sec for the Dynamic Shear Rheometer test AASHTO T -31 5 shall be 670C. 6. All PG asphalt binders having a high temperature designation of PG 67 or lower shall be prepared without modification. 7. All PG asphalt binders having a high temperature designation higher than PG 67 shall be produced with a styrene-butadiene-styrene (SBS) or styrene-butadiene (SB) elastomer polymer modifier and resultant binder shall meet all requirements of this Specification; in addition the phase angle at 760C (AASHTO T-315) shall be less than or equal to 75 degrees. 8. The maximum viscosity AASHTO T-202 shall be 2400 poises for PG 64- 22 and 3600 poises for PG 67-22. All hot mix asphalt (except hot mix asphalt containing 20% RAP or greater) shall contain Superpave PG asphalt binder grade PG 67-22 unless otherwise specified in the plans and/or Specifications for the hot mix asphalt product. For all PG binder used in all hot mix asphalt, silicone shall be added to the PG binder at the rate of 25 cm3 of silicone mixed to each 5,000 gal. of PG binder. If a disbursing fluid is used in conjunction with the silicone the resultant mixture containing the full 25 cm3 of silicone shall be added in accordance with the manufacturer's recommendation. The blending of the silicone with the PG binder shall be done by the supplier prior to the shipment. All PG binder to be used in asphalt rubber binder for Friction Course mixes and other hot mix asphalt products containing RAP shall contain 0.5 % heat stable anti- strip additive by weight of PG binder unless specifications for the hot mix asphalt product ., . II . ..., . .., . ..., . ..... . ,..., . II . ,., . ~ . 1 09/09 01000-162 03-4122.F . "'"' . , .... requires testing by FM 1-T 283 and the test results indicate it is not required, or the mixture contains hydrated lime. Where FM 1-T 283 indicates an anti-strip additive is required, it shall be from 0.25 to 0.75%. The anti-strip additive shall meet the requirements of 916-5. The anti-strip additive shall be introduced into the PG binder by the supplier during loading. Where PG binder is used in mixes containing reclaimed asphalt pavement (RAP), the requirements of 334-2.3.4 must also be met. 916-1.2 Qualified Products List: The Superpave PG asphalt binders supplied under this Specification shall be one of the products included on the Qualified Products List as specified in 6-1. Any marked variation from the original test values for a material below the established limits or evidence of inadequate quality control or field performance of a material will be considered to be sufficient evidence that the properties of the material have changed, and the material will be removed from the Qualified Products List. For each binder grade, the supplier may be required to submit to the State Materials Office a split sample of material representative of test results submitted with the Product Evaluation Application. In addition, for modified binders, the original PG binder grade, the modifier product designation, and amount added shall be indicated. Suppliers shall not ship any PG binder until notified that the product is on the Qualified Products List and an approved Quality Control Program meeting the requirements of 916-1.3 has been implemented. 916-1.3 Quality Control Program: The supplier of Superpave PG asphalt binder shall at a minimum have a Quality Control Program meeting the requirements of this Specification which is based on AASHTO R-26. The Quality Control Program shall be submitted in electronic format to the State Materials Office for approval. The requirements for the Quality Control program apply to the supply location of PG binders for the use on Florida Department of Transportation projects. The supply location of PG binder may represent refinery production, terminal distribution, blending, processing and/or modification location. Rack blending (blending from two tank sources) will be permitted to meet the requirements for a PG asphalt binder product. Any special handling requirements such as rack blending and manufacture of polymer modified asphalt shall be described in the Quality Control program. The requirements of these Specifications for a Quality Control Program do not apply to Recycle Agents at this time. 916-1.3.1 Identification of Personnel and Supply Locations: The supplier's primary and secondary representatives responsible for Quality Control shall be identified by name, title, address, telephone, fax and e-mail address. At least one of the representatives shall be located at the supply location. The supply locations shall be identified by name, address and telephone. 916-1.3.2 Specification Compliance and Quality Control Testing: Specification Compliance Testing shall consist of complete testing of each PG binder shipped in accordance with AASHTO M-320 and 916-1.1 of these Specifications. Results of Specification Compliance Testing shall be available to the supplier within five working days of sampling. Specification Compliance Testing shall be conducted by a testing laboratory that participates at least annually in the AMRL Reference Sample Testing Program. The primary testing lab and any other labs to be used for Specification Compliance Testing shall be identified in the suppliers Quality Control Program. The results from each AMRL proficiency Sample for each testing laboratory shall be forwarded by the supplier for each supply location in electronic format to the State Materials Office. Acceptable performance in the AMRL proficiency Sample Testing Program shall be a . r"1 . ., . r"\ . r"1 . ..., . . -. . .., . ..... . .., . .., . I' . ..., . r"1 . ..., . .., . ..., 09/09 01000-163 03-4122.F . -, . -, -, minimum of 3 for each test. A rating of less than 3 shall require identification of appropriate action on the part of the supplier and be acceptable to the State Materials Engineer. Quality Control testing as a minimum shall consist of testing a representative sample of each PG binder shipped by the supplier in accordance with either: (1) AASHTO T-202 Standard Test Method for Viscosity of Asphalts by Vacuum Capillary Viscometer or (2) AASHTO T-315 Test Method for Determining Rheological Properties of Asphalt Binder using a Dynamic Shear Rheometer (DSR). Results of Quality Control Testing shall be available to the supplier within five hours of sampling. The Quality Control testing and location where the test will be done shall be identified in the suppliers Quality Control Program. 916-1.3.3 Frequency of Sampling and Testing: Sampling of PG binders shall be done in accordance with AASHTO T-40. Initial Specification Compliance test results shall be required for each PG binder grade for each new LOT of material which will be further subjected to Quality Control Testing in accordance with 916-1.3.2. A new LOT will occur when the material in a tank changes and the Specification Compliance Test may no longer be representative of the material in the tank. This may be due to an incoming bulk shipment of material, change in refinery run, the manufacture of a product, or a blend of material in a tank. Additional testing is as follows: (1) Any PG binder shipped to a Department project during anyone calendar month shall be tested at least once during that month for Specification Compliance in accordance with 916-1.3.2. (2) When being shipped to Department projects, samples shall be obtained by the supplier and tested for Quality Control testing in accordance with 916-1.3.2. A single one quart representative sample of each PG binder shall be obtained and tested by the supplier each calendar week; for each rack blended PG binder, additional representative samples shall be obtained daily. Each Quality Control sample and additional daily rack blended samples shall be adequately identified and retained not less than eight weeks at the supply location. Any PG binder not shipped to Department projects is not required to be sampled or tested. (3) Split samples of any PG binder will be provided when requested by a representative of the Department. In this situation three representative one quart samples will be obtained by the supplier under the direction of the Department. One sample will be submitted to the State Materials Office, one will be tested by the supplier for Specification Compliance and one will be tested by the supplier for Quality Control. The method of obtaining the three representative one quart samples is to obtain a single gallon sample, which is then stirred and poured into three one quart cans. When split samples are requested by the Department, the results from both parties will be made available within ten working days. (4) For each rack blended PG binder, identify minimum daily Process Control Testing in the QC Plan. 916-1.3.4 Reporting: A monthly report by the supplier containing Specification Compliance and Quality Control Test results for each PG binder LOT shall be submitted by the supplier in electronic format using the form provided by the Department to the State Materials Office within seven days following the end of the calendar month. Test results for split samples shall also be included. Process Control Test results shall not . . .., . ...., . .., . ,., . -, . ., . , . -. . II . -, . ,., . ..., . .., . , . ~ . -, 09/09 01000-164 03-4122.F . .... . ..., . .., . r"l . , . .. . .., . I' . ., . .., . ,.., - 1'"'1 . ..., . -, . ..., . -, . .., - r"l . ..., . be included. Copies of these monthly reports and supporting test reports shall be available at the supply location for a minimum of 3 years. The report shall consist of the Specification compliance testing and Quality Control Testing of the following as applicable by these Specifications. SUPERPA VE PG ASPHALT BINDER Specification Irest and Method Conditions Minimum/Maximum Value Original Binder Superpave PG Asphalt Report Binder Grade Qualified Products List Report Number Polymer Modifier Type (PG 76-22 Only) Report Spot Test, AASHTO Standard with Naphtha Solvent Negative for all grades T102 Solubility, AASHTO T44 in Trichlorethylene Minimum 99.0% Smoke Point, FM 5-519 COC Minimum 2600F (125OC) Flash Point, AASHTO COC Minimum 4500F (2300C) T48 Rotational Viscosity, 2750F (135OC) Maximum 3 Pa-s ASTM D4402 Absolute Viscosity, 1400F (600C) As Required for Quality AASHTO T202 Control Testing Dynamic Shear G' /sin 0, Test Temperature @ Minimum 1.00 kPa Rheometer, AASHTO 10 rad/sec, oC Maximum 75 degrees T315 Phase Angle, 0, (PG 76-22 Only) Rolling Thin Film Oven Test Residue (AASHTO T240) Rolling Thin Film Oven, Mass Loss% Maximum 0.50 AASHTO T240 Dynamic Shear G' /sin 0, Test Temperature @ Rheometer, AASHTO Minimum 2.20 kPa ~315 10 rad/sec, oC Pressure Aging Vessel Residue (AASHTO R-28) at 1000C Dynamic Shear G'sino, Rheometer, AASHTO Maximum 5000 kPa 1r315 10 rad/sec. @ 250C S (Stiffness), @ Creep Stiffness, 60 sec. @ -12OC Maximum 300 Mpa AASHTO T313 M-value, @ Minimum 0.300 60 sec. @ -12OC Pressure Aging Vessel Residue (AASHTO R-28) at 11 OOC (Positive Spot Only) 09/09 01000-165 03-4122.F ..... . .., Dynamic Shear G'sin 0, Rheometer, AASHTO 10 rad/sec. @ 250C Maximum 5,000 kPa T315 Creep Stiffness, S (Stiffness), @ 60 sec. @ -12OC Maximum 300 Mpa AASHTO T31 3 M-value, @ 60 sec. @ -12OC Minimum 0.300 . .., . II . ,., 916-1.3.5 Notification and Evaluation: In the event that a Specification Compliance test is outside specification requirements or a Quality Control test is outside limits established by the supplier as part of his Quality Control Program shipments of that product to Department projects will cease immediately and the Contractor and the State Materials Office will be notified and the product retested for Specification Compliance (resampling as appropriate). Where the retest for Specification Compliance meets all requirements, shipments of that product may resume. Where off-specification material has been shipped and the retest confirms the original test, the Contractor and State Materials Office will be informed of the steps taken to achieve specification compliance on the product shipped. Where off-specification materials has been shipped, further shipment of that product to Department projects shall remain suspended until the cause of the problem is evaluated and corrected by the supplier to the satisfaction of the State Materials Engineer. 916-1.3.6 Certification and Verification: The supplier shall furnish certification on the bill of lading for each shipment of PG binder delivered to a Department project that includes: the quantity, the Superpave PG asphalt binder grade (including QPL number), PG binder LOT, a statement that the binder is in conformance with 916-1 and the suppliers Quality Control Program, and the quantity of silicone and anti-strip agent addition as applicable, including product designation (QPL number as applicable). Any special handling or temperature requirements shall be indicated on the certification and are solely the responsibility of the Contractor to follow. The Department may sample and test PG binder from the suppliers storage tank, the delivery vehicle, and/or Contractors storage tank to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that PG binder product. Further shipment of that PG binder product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. . r-'I . ,.., . " . ,., . Pl . II . .., . rl . .., . -, . 916-2 Recycling Agents. 916-2.1 Requirements: The asphalt recycling agent (RA) shall be an asphalt cement (PG asphalt binder) or an asphalt cement blended (as necessary) with a softening agent or flux oil, and shall meet the following requirements: ..., . 1"1 . r-, . ..., 09/09 01000-166 03-4122.F . , . ., -, RECYCLING AGENTS Recycling Agent Minimum/Maximum Test Conditions Value Viscosity -P (Pa's) 1400F [600C] Target Viscosity ::!: 20% Viscosity Ratio Visco 1400F [600C] after TFOT (Residue from Thin Film Visco 1400F [600C] before TFOT maximum 3 Oven Test) Smoke Point COC minimum 2600F [125OC] Flash Point COC minimum 4000F [205OC] Solubility in Trichlorethylene minimum 97.5% . ..., . . II . .., . , Rack blending of recycling agents (blending from two RA tank sources) will be permitted to meet a required target viscosity value. Silicone shall be added to the recycling agent at a rate of 25 cm3 for each 5,000 gallons [19 m3] of recycling agent. If a dispersing fluid is used in conjunction with the silicone, the resultant mixture containing the full 25 cm3 shall be added, in accordance with the manufacturer's recommendation. The blending of silicone mixture with the residue shall be done by the supplier prior to shipment. The recycling agent shall contain 0.5% heat-stable anti-strip additive by weight of asphalt from an approved source. The anti-strip additive shall meet the requirements of 916-5. The anti-strip additive shall be introduced and mixed into the recycling agent at the terminal. Where a recycling agent is used in mixes containing reclaimed asphalt pavement (RAP), the requirements of 334-2.3.4 must also be met. 916-2.2 Sampling and Reporting: Sampling of recycling agents shall be done in accordance with AASHTO T-40. Initial Specification Compliance test results shall be required for each new LOT of material. A new LOT will occur when the material in a tank changes and the Specification Compliance Test may not be representative of the material in the tank. This may be due to an incoming bulk shipment of material, change in refinery run, the manufacture of a product, or a blend of material in a tank. A monthly report by the supplier containing Specification Compliance Test results for each RA LOT shall be submitted by the supplier in electronic format using the form provided by the Department to the State Materials Office within seven days following the end of the calendar month. Copies of these monthly reports and supporting test reports shall be available at the supply location for a minimum of three years. 916-2.3 Certification and Verification: The supplier shall furnish certification on the bill of lading for each shipment of recycling agent delivered to a Department project that includes: the quantity, the RA target viscosity, the RA LOT(s), a statement that the RA is in conformance with 916-2, and the quantity of silicone and anti-strip agent addition, including product designation (QPL number as applicable). The Department may sample and test recycling agents from the suppliers storage tank, the delivery vehicle, and/or Contractors storage tank to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of RA binder from that RA LOT(s). Further shipment of RA binder from that RA LOT(s) to Department projects may remain suspended until the cause ., . -, . ., . ~ . -, . ..... . .., . ~1 . ., . ..... . . n . -, 09/09 01 000-1 67 03-4122.F . ..., . ..., . ..., . " . .., . " . ...., . .., . .., . f"'1 . ,., . ..., . ..., . -. . ...., . -, . ,., . ...., . I I . of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-3 Cut-Back Asphalts. 916-3.1 Requirements: Rapid-curing, cut-back asphalt shall conform with the requirements of AASHTO M 81, except that the penetration range shall be from 60-120 instead of 80-120. For Grade RC-3000, in addition to the requirements shown in Table 1 of AASHTO M 81 the following values shall be added to the requirements for Distillation Test: Distillate, Percentage by Volume of Grade RC-3000 Total Distillate to 6800F [3600C] Maximum o 3200F [1 600C] 0 o 3740F [1900C] 10 o 4370F [225OC] 40 All other requirements for the distillation test (and for other properties included in the table) shall be as shown in Table 1 of AASHTO M 81. Medium-curing, cut-back asphalt shall conform with the requirements of AASTHO M 82. 916-3.2 Sampling, Certification, and Verification: Sampling of cut-back asphalts shall be done in accordance with AASHTO T-40. For each tank of cut-back asphalt delivered to or prepared at the asphalt terminal, the asphalt supplier shall submit a sample to the State Materials Office for testing before use. A pretest number will then be assigned by the State Materials Office which shall be furnished with all cut-back asphalt delivered to the project. The pretest number shall be valid for six months from the date of issue. The Department may sample and test pre-tested cut-back asphalt from the suppliers storage tank, the Contractors transport tank and/or distributor to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that pretested cut-back asphalt product. Further shipment of that pretested cut-back asphalt product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. 916-4 Emulsified Asphalts. 916-4.1 Requirements: Anionic Emulsified Asphalt shall meet the requirements of AASHTO M 140 with the exception that the cement mix test will be waived when the asphalt is used in non-mix application, such as tack coats and primes. Cationic Emulsified Asphalt shall meet the requirements of AASHTO M 208. Additional emulsions permitted by specifications shall meet the following requirements: HIGH FLOAT EMULSIONS Asphalt Emulsion IT est Conditions Grade AE-60 Minimum/Maximum Tests on Emulsion: 09/09 01000-168 03-4122.F .., . ., . ...., . .., . n . ., . " . I' . 1"'"1 . , . -, . -, . .... . --, . ...., . ..., . " . r"1 . ..., . Saybolt Furol Visc 1220F [500C] 75/400 seconds Settlement 5 days (a) maximum 5 % Storage Stability 24 hour (b) maximum 1 % Sieve Test maximum 0.10% Demulsibility 50 mL CaClz 0.10 N minimum 75 % Residue by Distillation minimum 65 % Oil Portion 500oF. Dist. [260oC. Dist.] maximum 1 % by volume Tests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds minimum 40 Absolute Viscosity 1400F [600C] minimum 3,200 poise [320 Pa's] Ductility 7JOF [25OC], minimum 400 mm 50 mm/minute Float Test 1400F [600C] minimum 1,200 seconds Solubility in Trichlorethylene minimum 97.5% Asphalt Emulsion Test Conditions Grade AE-90 Minimum/Maximum Tests on Emulsion: Say bolt Furol Visc 1220F [500C] 75/400 seconds Settlement 5 days (a) maximum 5% Storage Stability 24 hour (b) maximum 1 % Sieve Test maximum 0.10% Demu Isibility 50 mL CaCI2 0.10 N minimum 75 % Residue by Distillation minimum 65 % Oil Portion 500oF. Dist. [260oC. Dist.] maximum 2% by volume ~ests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds minimum 70 Absolute Viscosity 1400F [600C] minimum 1,600 poise [160 Pa's] Ductility 770F [250C], 50 mm/minute minimum 400 mm Float Test 1400F [600C] minimum 1,200 seconds Solubility in Trichlorethylene minimum 97.5% Asphalt Emulsion Test Conditions Grade AE-1 50 Minimum/Maximum Tests on Emulsion: Saybolt Furol Visc 1220F [500C] 75/400 seconds Settlement 5 days (a) maximum 5 % Storage Stability 24 hour (b) maximum 1 % Sieve Test maximum 0.10% Demulsibility 50 mL CaCI2 0.10 N minimum 75% Residue by Distillation minimum 65 % 09/09 01000-169 03-4122.F ..., . ..., .., Oil Portion 500oF. Dist. [260oC. Dist)l maximum 3% by volume Tests on Residue: Penetration (0.1 mm) 7JDF [250C], 100 g, 5 seconds minimum 125 Absolute Viscosity 1400F [60oCl minimum 800 poise [80 Pa'sl Ductility 7JDF [250C], 50 mm/minute minimum 400 mm Float Test 1400F [600C] minimum 1,200 seconds Solubility in Trichlorethylene minimum 97.5% . . II . II . II Asphalt Emulsion Test Conditions Grade AE-200 Minimum/Maximum Tests on Emulsion: Saybolt Furol Visc 1 220F [500C] minimum 45 seconds Settlement 5 days (a) maximum 5 % Storage Stability 24 hour (b) maximum 1 % Sieve Test maximum 0.10% Demulsibility 50 mL CaClz 0.10 N minimum 75 % Residue by Distillation minimum 62 % Oil Portion 500oF. Dist. [260oC. Dist)] maximum 8% by volume Tests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds minimum 150 Absolute Viscosity 1400F [600C] minimum 400 poise [40 Pa's] Ductility 7JDF [250C], 50 mm/minute Float Test 1400F [600Cl minimum 1,200 seconds Solubility in Trichlorethylene minimum 97.5% (a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days. (b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. .., III .., . 'I . ., I .., . ., . . ..., . r'I SPECIAL MS-EMULSION Test Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furol Visc 770F [25OC] minimum 45 seconds Storage Stability 24 hour maximum 1 % Sieve Test 50 mL CaClz 0.10 N maximum 0.10% Demulsibility minimum 65 % Residue by Distillation minimum 62 % Naphtha Content 500oF. Dist. [260oC. Dist] maximum 8% by volume Tests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds minimum 50 Ductility 770F [250C], 50 mm/minute minimum 400 mm Absolute Viscosity 1400F [600C] minimum 800 poise [80 Pa.s] Solubility in Trichloroethylene minimum 97.5% ,.., . .., .. 1""1 . ., . . -. 09/09 01000-170 03-4122.F . -, . ,.., . ..., . " . -. . " . .., . ,.., . " . .., . .., . II . II . II . n . 1"'"1 . ..., . r., . .-.- . SPECIAL MS-EMULSION Test IConditions IMinimum/Maximum Maximum application temperature shall be 1700F [75OC]. EMULSIFIED ASPHALT GRADE CRS-2H Test Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furol Visco 1 220F [500C] 100/400 seconds Settlement 5 days (a) maximum 5 % Storage Stability 24 hour (b) maximum 1 % Demulsibility 35 mL 0.8% Sodium Dioctyl minimum 40% Sulfosuccinate (c) Particle Charge positive Sieve Test maximum 0.1 % Residue minimum 65 % Tests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds 80/140 Ductility 770F [250C], 50 mm/minute minimum 400 mm Solubility in Trichloroethylene minimum 97.5% (a) The test requirement for settlement may be waived when the emulsified asphalt is used J in less than five days. (b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. (c) The demulsibility test shall be made within 30 days from date of shipment. ASPHALT EMULSION PRIME (AEP) IT est Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furol Visco 770F [25OC] 20/150 seconds Settlement 5 days (a) maximum 5% Storage Stability 24 hour (b) maximum 1 % Sieve Test maximum 0.1 % Residue minimum 55% Naphtha Content 500oF. Dist [260oC. Dist.] maximum 12% by volume Tests on Residue: Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds 40/200 Ductility 770F [250CJ, 50 mm/minute minimum 400 mm Solubility in Trichloroethylene minimum 97.5% (a) The test requirement for settlement may be waived when the emulsified asphalt is used in less than five days. (b) The 24-hour (one day) storage stability test may be used instead of the five day settlement test. ASPHALT EMULSION GRADE RS-1 Test IConditions IMinimum/Maximum 09/09 01000-171 03-4122.F .., . -, . .., . .., . P"'l . II . 1"'"1 . "1 . ..., . , . .., . rl . '"'I . ,.., . -. . .., . " . r-a . ..., . Tests on Emulsion: Saybolt Furol Visc 770F [25OC] 20/1 00 seconds Storage Stability 24 hou r maximum 1 % Demulsibility 35 mL 0.02N CaCIz (a) minimum 60% Sieve Test maximum 0.10% Residue by Distillation minimum 55% Naphtha Portion 500oF. Dist [260oC. Dist.](b) maximum 3 % by volume Tests on Residue From Distillation Test: Penetration (0.1 mm) 770F [250C], 100 g, minimum 60 5 seconds Viscosity 1400F [600C] minimum 1,600 poise [160 Pa's] Ductility 770F [25OC], minimum 400 mm 50 mm/minute Solubility in Trichloroethylene minimum 97.5% (a) The demulsibility test shall be made within 30 days from the date of shipment. (b) When RS-1 has been modified to include naphtha, the 24-hour storage stability test will be waived. EMULSION PRIME (RS TYPE) Test Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furol Visco 7JDF [25OC] minimum 75 seconds Storage Stability 24 hour maximum 1 .0% Sieve Test maximum 0.1 % Naphtha Content 5/15% by volume Residue minimum 55% Tests on Residue: * Penetration (0.1 mm) 770F [250C], 100 g, 5 seconds minimum 50 Viscosity 1400F [600C] minimum 800 pOise [80 Pa's] Solubility in Trichloroethylene minimum 97.5% * Residue by distillation shall be in accordance with AASHTO T 59 except that the maximum temperature shall be 329 :t 100F [165 :t 5OC] and the sample shall be maintained at this temperature for 20 minutes. EPR-1 PRIME (e) Tests Conditions Minimum/Maximum Tests on Emulsion: Saybolt Furo' Visco 770F [25OC] 6/24 seconds Storaqe Stability 24 hour maximum 0.5% Sieve Test (a) maximum 0.1 % Residue by Distillation (b) minimum 20 % Particle Charge Test (c) positive Test on Residue: (d) 09/09 01 000-1 72 03-4122.F -, . ., EPR-1 PRIME (e) Ir ests Conditions Minimum/Maximum h"ests on Emulsion: Flash Point COC minimum 41 OOF [21 OOC] Viscosity cSt-140oF [600C] 600/1000 [0.00060/0.00100 m2/s] (a) Distilled water shall be used in place of 2% sodium oleate solution. (b) Residue by distillation shall be in accordance with AASHTO T 59 with the exception hat a 50 g sample IS heated to 3000F [149OC] until foaming ceases, then cooling immediately and calculating results. (c) Caution: this material has a positive particle charge, and therefore should not be mixed with materials having a negative particle charge. (d) Residue by distillation shall be in accordance with AASHTO T 59 except that the maximum temperature shall be 329 :t 100F [165 :t 5OC] and the sample shall be maintained at this temperature for 20 minutes. (e) EPR-1 Prime shall not be diluted and in the event that EPR-1 Prime is not used in a 12- hour period, the material shall be thoroughly mixed by circulation or other suitable means prior to it's use. . .... . .-, . , . , . ...., . " . ...., 916-4.2 Sampling, Certification, and Verification: For each tank of emulsified asphalt delivered to or prepared at the asphalt terminal, the asphalt supplier shall submit a sample to the State Materials Office for testing before use. A pretest number will then be assigned by the State Materials Office which shall be furnished with all emulsified asphalt delivered to the project. The pretest number shall be valid for six months from the date of Issue. The Department may sample and test pretested emulsified asphalt from the suppliers storage tank, the Contractors transport tank and/or distributor to verify and determine compliance with this and other specification requirements. Where these tests identify material outside specification requirements, the State Materials Engineer may require the supplier to cease shipment of that pretested emulsified asphalt product. Further shipment of that pretested emulsified asphalt product to Department projects may remain suspended until the cause of the problem is evaluated and corrected by the supplier as necessary to the satisfaction of the State Materials Engineer. .., . ..., . .., - . ..., . ., 916-5 Liquid Anti-strip Agents: 916-5.1 Requirements: Liquid anti-strip agents shall be tested by the Department in accordance with FM 5-508. Tensile strength ratios will be calculated for the following two conditions and expressed as percentages: 1) conditioned mixture without anti-strip to unconditioned mixture without anti-strip and 2) conditioned mixture with anti-strip to unconditioned mixture without anti-strip. A 20% gain in tensile strength ratio for condition #2 as compared to condition #1 shall be required. 916-5.2 Qualified Products List: Liquid anti-strip agents supplied under this Specification shall be one of the products included on the Qualified Products List (QPL) as specified in 6-1. Liquid anti-strip agents meeting the criteria in 916-5.1 will be considered for inclusion on the Department's (QPLl. For each liquid anti-strip agent, the supplier will submit to the State Materials Office one pint of a representative sample of liquid anti-strip agent when submitting the Product Evaluation Application. Liquid anti-strip agents must . ..., . 1"'1 . " . ,.., . 09/09 01000-173 03-4122.F r"l . ..., . ..., . be requalified on an annual basis. If the liquid anti-strip agent has been modified then a new sample shall be submitted to the Department and tested per 916-5.1. 916-5.3 Mix Design Verification: Inclusion of a liquid anti-strip agent on the QPL does not guarantee that the anti-strip will be approved for use in an asphalt mixture. Specifications may require subsequent moisture susceptibility testing per FM 1-T 283 for the particular mix design. Results from this testing may indicate the need for a larger dosage rate of anti-strip agent (up to 0.75 % maximum) or a different anti-strip agent to meet the specification requirements. II . .., . , . ..., . 923 WATER FOR CONCRETE-CHEMICAL REQUIREMENTS. (REV 4-25-05) (FA 6-30-05) (1-06) ARTICLE 923-3 (Page 803) is deleted and the following substituted: .., . 923-3 Chemical Requirements. 923-3.1 Testing: All chemical analysis or test shall be performed in accordance with AASHTO T 26 or Standard Methods for the Examination of Water and Wastewater. 923-3.2 Reclaimed Water: Water from mixer washout and recycled wash water shall be tested and approved before use and shall not exceed the following allowable limits: II . " . Chemical Test Maximum (%) Equivalent Alkalis as (NazO + 0.658 KzO) 0.06 Total Solids 5.00 Total Chlorides as Sodium Chloride 0.05 Sulfate as S04 0.30 ..., . .., . ..., 923-3.3 All Other Sources: Water from all sources, other than public health approved sources, shall be tested and approved before use and shall not exceed the following allowable limits: . ..., Chemical Test Maximum (%) Acidity or alkalinity calculated in terms of calcium carbonate 0.05 Total organic solids 0.05 Total inorganic solids 0.08 Total chlorides as sodium chloride 0.05 . ..., . ..., . ,.., . ,., . 1"1 . ,..., 09/09 01000-174 03-4122.F . ..., . --, . ..., . .., . P""'l . .... . " . 'I . " . .., . .., . -, . ,.., . .... . ..., . ..., . r""'I . ~ . ,.., . 926 EPOXY COMPOUNDS. (REV 3-18-05) (FA 4-13-05) (1-06) ARTICLE 926-1 (Pages 808 and 809) is deleted and the following substituted: 926-1 Types of Compounds. Epoxy resin compounds for application to portland cement concrete, bituminous cement concrete, metals and other type surfaces shall be two-component systems of the applicable of the following types as designated. Type Description A An epoxy resin, for bonding fresh concrete to hardened concrete. B An epoxy resin adhesive, for bonding hardened concrete to hardened concrete and constructing doweled splices in precast prestressed concrete piles. C An epoxy resin adhesive, for bonding traffic markers to hardened concrete and to asphalt concrete. D A coal-tar, modified epoxy resin for application as a skid-resistant or protective overlay for cement concrete. E A fluid epoxy for crack injection in the repair of old structures. F An epoxy for repairing spalled areas on concrete bridge structures with these F-1 subtypes: F-2 A non sagging gel type for vertical surfaces A pourable type for repairs where forms are to be used. G An epoxy for rebuilding expansion joints and associated wearing surfaces. H An epoxy for structural bonding where asphalt overlays are to be in contact with the hardened compound. I An epoxy for filling small holes in concrete such as lifting bolt cut-outs on beams, etc. J An epoxy for installinq rebar and anchor bolts into hardened concrete. K An epoxy for underwater sealing of the bottom of the jacket of an integral pile jacket system. L An epoxy for coating the interior of sewaqe disposal tanks. M An epoxy for coating steel H piling for fender systems (water immersion). N An epoxy for prepanng mortars and concrete for patching portland cement concrete pavement. 0 An epoxy coating system consisting of a penetrant and a surface coating to be used singly or in combination for the protection of concrete surfaces, both new and repaired. P An epoxy for bonding metals Q An epoxy for use in post tensioning anchorage protection systems. 09/09 01 000-1 75 03-4122.F ..... - , . 929 POZZOLANS AND SLAG. (REV 5-9-05) (FA 6-30-05) (1-06) ..., . SECTION 929 (pages 817-820) is deleted and the following substituted: .., SECTION POZZOLANS AND SLAG 929 . ., 929-1 Basis for Source Approval. 929-1.1 General: The cementitious materials supplier shall submit the proposed quality control plan, certified test reports from an approved independent laboratory acceptable to the State Materials Office, and a sample of the material for Department verification. The quality control program of a cementitious materials supplier shall conform to 6-8. Continuance of Department Qualifications is subject to satisfactory results from periodic verification evaluations. A verification sample may be taken at the manufacturer's plant, distribution facility or at the concrete producer's plant. Upon review of the quality control plan and satisfactory verification of the test results, the plant will be placed on the Department's list of active cementitious materials sources. The cementitious materials supplier shall utilize a quality control plan approved by the State Materials Office. The Department reserves the right to withdraw quality control plan approval and to require cementitious material shipments to be individually tested prior to incorporation into Department work. Quality control plan approvals may be rescinded when the performance of cementitious material is in question, including problems with concrete quality, inconsistent quality control data, or failure of quality control or verification test results. 929-1.2 Approved Laboratory: The cementitious materials supplier's testing laboratory must meet and maintain, at all times, the qualification requirements as described in 6-9. The producer's laboratory shall authorize the inspecting laboratory to send a copy of the inspection report to the State Materials Office. . .., .. .., . ..., . " . " . II . ,..., I' 929-2 Fly Ash. 929-2.1 Class C or Class F: Fly ash derived from the combustion of ground or powdered coal shall meet the requirements of ASTM C 618, Class C or Class F Fly ash. Sampling and testing of fly ash shall follow the requirements of ASTM C 311. 929-2.2 Petroleum Coke Class F: Fly ash resulting from the combustion of coal and petroleum coke shall meet the physical and chemical requirements of ASTM C 618 Class F fly ash. When petroleum coke Class F fly ash is used in concrete, the test results shall verify improved or comparable strength, sulfate resistance, corrosion protective properties and other durability requirements of concrete, as compared to ASTM C 618 Class F fly ash concrete. The strength and durability tests of concrete shall be performed in accordance with ASTM C 39, ASTM C 157, ASTM C 1012, ASTM C 1202, ASTM G 109, FM 5-516 and FM 5-522. Fly ash shall not include the residue resulting from the burning of municipal garbage or any other refuse with coal, or the burning of industrial or municipal garbage in incinerators. Sampling and testing of fly ash shall follow the requirements of ASTM C 311 . 929-2.3 Bark Ash Class F: Fly ash resulting from the combustion of timber bark ash and coal shall meet the physical and chemical requirements of ASTM C 618 Class F fly ash. When bark ash is used in concrete, the strength and durability of the bark ash concrete shall be improved or comparable to the strength and the durability properties of . ..., . ...., . , . " . .., . . .., 09/09 01 000-1 76 03-4122.F . ~ - ,..., .... ASTM C 618 Class F fly ash concrete. The tests shall be performed as specified in 929-2.2. Sampling and testing of fly ash shall follow the requirements of ASTM C 311. 929-2.4 Special Requirements: 929-2.4.1 Fly Ash (Class C): When a Class C fly ash is used in moderately or extremely aggressive environments, tests made by the CCRl approved independent laboratory shall verify improved sulfate resistance of the concrete in accordance with ASTM C 1012, and improved or comparable corrosion protective properties measured by FM 5-522, as compared to similar concrete made with Class F fly ash.. 929-2.4.2 Petroleum Coke and Bark Ash (Class F): For sources where the fly ash is not derived solely from ground or powdered coal combustion, certified test results performed by an independent approved laboratory, shall be submitted by the supplier. The performance-based comparison test results shall meet the requirements of 929-2.2 and 929-2.3 for petroleum coke and bark ash fly ashes, respectively. 929-2.5 Exceptions: Fly ash shall not be used in conjunction with Type IP or Type IS cements. 929-2.6 Acceptance Testing of Fly Ash: Acceptance of fly ash from sources operating under an approved quality control plan shall be based on the monthly certified quality control tests meeting the chemical (Supplementary Optional included) and physical requirements of ASTM C 618. When the loss on ignition exceeds 5%, the Uniformity Requirements in the Supplementary Optional Physical Requirements shall be mandatory. An approved laboratory shall perform the monthly quality control tests and a copy of their mill certificates shall be sent to the State Materials Office when the material is in use on Department projects. The certification shall indicate that the fly ash meets the requirements of this Specification. Also, the corresponding samples along with mill certificates shall be submitted to the Department, upon request. . II . ,..., . ..., . I' . . II . .., . " . .., 929-3 Silica Fume. 929-3.1 General: Silica Fume shall meet the requirements of ASTM C 1240 using the referenced test methods and frequencies. Repulpable bags may be accepted by the Engineer, provided a successful demonstration by the producer has indicated complete degradation of the repulpable bags during the mixing operation and before the concrete is discharged. 929-3.2 Acceptance Testing of Silica Fume: Acceptance of silica fume from sources operating under an approved quality control plan shall be based on the monthly certified quality control tests meeting the chemical (Supplementary Optional included) and physical requirements of ASTM C 1240. An approved laboratory shall perform the monthly quality control tests and a copy of their mill certificates shall be sent to the State Materials Office when the material is in use on Department projects. The certification shall indicate that the silica fume meets the requirements of this Specification. Also, the corresponding samples along with mill certificates shall be submitted to the Department, upon request. ., . ..., . . .., . ....., . ,.., 929-4 Metakaolin. 929-4.1 General: Metakaolin shall meet the requirements of ASTM C 618 Class N with the following modifications: 1. The sum of SiOz + Alz03 + Fez03 shall be at least 85%. The Material Safety Data Sheet shall indicate that the amount of crystalline silica, as measured by National Institute of Occupation Safety and Health (NIOSH) 7500 method, after removal of the mica interference, is less than 1 .0%. . , 1 . .., . -, 09/09 01000-177 03-4122.F . ...., . ..... . 2. The loss on ignition shall be less than 3.0%. 3. The available alkalies, as equivalent NazO, shall not exceed 1.0%. 4. The amount of material retained on a No. 325 mesh sieve shall not exceed 1.0%. 5. The strength activity Index, at 7 days, shall be at least 85%. 6. When metakaolin is used in concrete, the test results shall verify improved or comparable strength, sulfate resistance, corrosion protective properties and other durability performance properties of concrete, as compared to the performance of silica fume concrete. The comparison strength and durability tests shall be performed in accordance with ASTM C 39, ASTM C 157, ASTM C 1012, ASTM C 1202, ASTM G 109, FM 5-51 6 and FM 5-522, by an approved independent testing laboratory. Sampling and testing of metakaolin shall follow the requirements of ASTM C 311 . 929-4.2 Acceptance Testing of Metakaolin: Acceptance of metakaolin from sources operating under an approved quality control plan shall be based on the monthly certified quality control tests meeting the chemical (Supplementary Optional included) and physical requirements of ASTM C 618 Class N, as modified herein. An approved laboratory shall perform the monthly quality control tests and a copy of their mill certificates shall be sent to the State Materials Office, when the material is in use on Department projects. Also, the corresponding samples along with mill certificates shall be submitted to the Department, upon request. The certification shall indicate that the meta kaolin meets the requirements of this Specification. .., . II . I"""f . II . II . .., . .., . -, 929-5 Slag. 929-5.1 General: Slag shall meet the requirements of ASTM C 989. Sampling and testing procedures shall follow the requirements of ASTM C 989. 929-5.2 Special Requirements: Only Ground Granulated Blast-Furnace Slag Grade 100 and 120 will be permitted. 929-5.3 Exceptions: Slag shall not be used in conjunction with Type IP or Type IS cements. 929-5.4 Acceptance Testing: Acceptance of slag from sources operating under an approved quality control plan shall be based on the monthly certified quality control tests meeting the chemical and physical requirements of ASTM C 989. An approved laboratory shall perform the monthly quality control tests and a copy of their mill certificates shall be sent to the State Materials Office when the material is in use on Department projects. Reference Cement used for determination of Slag Activity shall meet the requirements of ASTM C 989. The certification shall indicate that the slag meets the requirements of this Specification. Also, the corresponding samples along with mill certificates shall be submitted to the Department, upon request. .., . -, . . ,., . -, . .., . .., . ,., . r"'I . -, 09/09 01000-178 03-4122.F . ..., . ..., 937 ADHESIVE BONDING MATERIAL SYSTEMS FOR STRUCTURAL APPLICATIONS. (REV 7-15-03) (FA 8-6-03) (1-04) - ..., . SECTION 937 (Pages 844-846) is deleted and the following substituted: ..., SECTION 937 ADHESIVE BONDING MATERIAL SYSTEMS FOR STRUCTURAL APPLICATIONS . -, . ., 937-1 General Requirements. Adhesive bonding material systems for structural applications shall consist of pre- packaged 2-part chemical components. The material systems shall be specifically intended for use in structural applications for bonding anchors and dowels to hardened concrete. Applications are limited to anchors and dowels installed in positions ranging from vertically downward to horizontal. Do not use material from containers which are damaged or have been previously opened. Use only full packages of components. Combining of epoxy bonding components from bulk supplies is not permitted. Material systems for Type HV and HSHV shall be pre-packaged to automatically proportion and mix the materials for use. Manual proportioning of the components will not be permitted. 937-1.1 Type HV Adhesives: Use Type HV adhesive bonding materials for all horizontal installations and vertical installations other than constructing doweled pile splices, except when Type HSHV is required. Type HV adhesives may not be substituted for Type HSHV adhesives. 937-1.2 Type HSHV Adhesives: Use higher strength Type HSHV adhesive bonding materials for installation of traffic railing barrier reinforcement and anchor bolts into existing concrete bridge decks and approach slabs. Type HSHV adhesives may be substituted for Type HV adhesives. ., . .., . . .., . , . ., . ..., ,., . 937-2 Qualified Products List. Manufacturers of adhesive bonding material systems may apply for inclusion of individual products on the Qualified Products List. The application shall be made in accordance with 6-1 and shall include certified test reports from an independent testing laboratory which shows the material system meets all the requirements specified herein. . ,., . . 937-3 Certification: The Contractor shall provide the Engineer with certification from the manufacturer of the adhesive bonding material system, confirming that the requirements of this Section are met. The certification shall conform to the requirements of Section 6. Each certification shall cover only one LOT of adhesive materials. .., , . 937-4 Minimum Performance Requirements (FM 5-568). When tested in accordance with FM 5-568, the adhesive bonding material system, for general use, shall meet the following requirements: I' . IUniform Bond Stress ..., . 09/09 01 000-1 79 03-4122.F -. . ..., . ..., Irype HV Type HSHV Confined Tension 2,290 psi [15.8 MPa] 3,060 psi [21.1 Mpa] Damp-Hole Installation 1,680 psi [11.6 MPa] 1,830 psi [12.6 Mpa] Elevated Temperature 2,290 psi [15.8 MPa] 3,060 psi [21.1 Mpa] Horizontal Orientation 2,060 psi [14.2 MPa] 2,060 psi [14.2 Mpa] Short Term Cure 1,710 psi [11.8 MPa] 1,710 psi [11.8 Mpa] Specified Bond Strength 1,080 psi [7.5 MPa] 1,830 psi [12.6 Mpa] - II . ..., . -, . Maximum Coefficient Of Variation for Uniform Bond Stress ................................. 20% .... Long Term Load (Creep): (1) The rate of displacement shall decrease during the 42 day application of . load. ...., (2) At 42 days the total displacement due to creep (with load still applied) shall be less than 0.03 inch [0.75 mm] and during the last 14 days of the 42 day load duration, the total displacement due to creep shall be less than 0.003 inch [0.075 mm]. (3) After removal of the 42 day load, the uniform bond Stress from a subsequent Confined Tension Test shall not be less than 1,826 psi [12.6 MPa]. . .., . ,.., 937-5 Product Identification (Fingerprint) Properties (FM 5-569). References for comparison including Infrared Absorption, Density or Average Weight, Gel Time or Setting Time, and Bond Strength shall be determined in accordance with FM 5-569. . -, .... 937-6 Packaging and Marking. The adhesive bonding material system shall be delivered to the project site in original unopened containers with the manufacturer's label identifying the product. Each package shall be clearly marked with the following information: Manufacturer's name and address Product Name Date of Manufacture Expiration Date LOT Identification Number Storage and Handling Requirements Each package shall include the manufacturer's instructions for anchor and dowel installation. The instructions shall include the following information: Diameters of drilled holes for applicable anchor and dowel sizes. Cleaning procedure for drilled holes, including a description of permitted and prohibited equipment and techniques. Allowable temperature ranges for storage, installation and curing. Identification of acceptable mixing/dispensing nozzles. Fabrication requirements for anchors and dowels. Description of tools permitted or required for installation. Method of identifying properly proportioned and mixed adhesive materials. Time and temperature schedule for initial set and full-strength cure. Special requirements for special installation conditions such as damp holes, or horizontal or near horizontal orientation of the anchor or dowel. . ..., . ..., . . .., . ..., - ..., . .., . -, . 09/09 01 000-1 80 03-4122.F ..... . ..., . ,..., . 942 RESILIENT CONNECTORS FOR SEALING PRECAST STRUCTURES TO PIPE JOINTS. (REV 11-8-05) (FA 1-31-06) (7-06) ,..., . ARTICLE 942-3 (Page 849) is deleted and the following substituted: ., . 942-3 Resilient Connectors for Sealing Precast Structures to Pipe Joints. 942-3.1 General: Resilient connectors shall meet the requirements of ASTM C 1478 [ASTM C 1478M]. The connectors shall also be compatible with the precast structure and pipe. 942-3.2 Qualified Products list (QPl): All resilient connectors shall be listed on the Department's Qualified Products List (QPL). Manufacturers seeking evaluation of their product shall submit an application in accordance with Section 6. ,.., . .., . ..., 947 CLAY PIPE. (REV 8-17-05) (FA 12-14-05) (7-06) . ,.., SECTION 947 (Page 857) is deleted. . ., . 948 MISCELLANEOUS TYPE OF PIPE-CORRUGATED POLYETHYLENE PIPE. (REV 2-8-05) (FA 3-3-05) (7-05) .., . ARTICLE 948-2 (Page 859) is deleted and the following substituted: ..., ..., 948-2 Corrugated Polyethylene Tubing and Pipe. 948-2.1 General: For underdrain, Corrugated Polyethylene Tubing and fittings shall meet the requirements of AASHTO M 252. For edgedrain, Corrugated Polyethylene Tubing and fittings shall meet the requirements of AASHTO M 252, except as modified in 948-2.2. For storm drain side drain, french drain and cross drain corrugated Polyethylene Pipe shall meet the requirements of AASHTO M 294 and 948-2.3.2. The tubing or pipe shall not be left exposed to sunlight for periods exceeding the manufacturer's recommendation. 948-2.2 Edgedrain (4 to 10 inches [100 to 250 mm)): The requirements for Edgedrain as specified in AASHTO M 252 are modified as follows: (a) Coiling of tubing 6 inches [150 mm] in diameter or greater is not permitted. Tubing shall have a minimum pipe stiffness of 46 psi [275 kPa] at 5% deflection. 948-2.3 Corrugated Polyethylene Pipe (12 to 60 inches [300 to 1,500 mm)): 948-2.3.1 General: Class I corrugated Polyethylene Pipe used for side drain, cross drain, storm drain or french drain shall meet the requirements of AASHTO M 294. Class II Corrugated Pipe shall meet the requirements of AASHTO M 294 and 948-2.3.1. Corrugations may only be annular; pipe conforming to the minimum cell classification 335400E may be used if the combination of color and UV stabilizer provides the same or better UV protection as 335400C. Mitered end sections are not to be constructed of . .., . ..., . - -. - ...., . ., . r- . 09/09 01 000-1 81 03-4122.F -, . -I . ...., ., polyethylene. Use only concrete or metal mitered end sections as indicated in the Design Standards. When rubber gaskets are to be installed in the pipe joint, the gasket shall be the sole element relied on to maintain a tight joint. Test pipe joints at the plant hydrostatically using test methods in ASTM D 3212 [ASTM D 3212M]. Soil tight joints must be watertight to 2 psi [13.8 kPa]. Watertight joints must be watertight to 5 psi [34.5 kPa] unless a higher pressure rating is required in the plans. Provide certification of the actual mean diameter of pipe shipped to the project. Include in the certification the minimum and maximum diameters used to certify the actual mean diameter. The certification shall be attested to by a person having legal authority to bind the manufacturing company. Obtain pipe products from producers listed on the Department's List of Qualified Flexible Pipe Manufacturing Plants, which may be viewed at the following: http://www.dot.state.fl.us/statematerialsoffice/qu ality /programs/q ualitycontrol/materialslisti ngs/sources/drainagesource.pdf . Ensure that each shipment of products to the job site includes a list of products and each product has an affixed legible stamp mark of the plant, indicating its compliance with the requirements of the plant's Department approved Quality Control Plan and Contract Documents. Accept responsibility of either obtaining products from another approved plant, or await re-approval of the plant, when the plant is removed from the Department's list of Flexible Pipe Manufacturing Plants. The Engineer will not allow changes in Contract Time or completion dates as a result of the plant's loss of qualification. Accept responsibility for all delay costs or other costs associated with the loss of plant's qualification. 948-2.3.2 Additional Requirements for Class II Polyethylene Pipe: Meet the following requirements: . . ..., . ..., . ..., . ..., . ,.., . , . .., . .., ., Table 1 Stress Crack Resistance of Pipes Pipe Location T est Method Test Conditions Requirement 10% Igepal solution at 500C Average failure time of the Pipe Liner FM 5-572, and 600 psi applied stress 5 pipe liner shall be ~ 17 Procedure A replicates hours, no single value shall be less than 12 hours.. Pipe Average failure time shall Corrugation ASTM F 2136 10% Igepal solution at 500C be ~ 24 hours, no single (molded 600 psi applied stress value shall be less than 17 plaque) hours. Test temperature 800C and FM 5-572, applied stresses of 650 and Calculate three constants Junction * Procedure B 450 psi. Test temperature Failure time at 500 psi at and FM 5-573 700C and applied stress of 650 230C ~ 100 years (95% ASTM D 2837 psi; 5 replicates at each stress statistical confidence) level . ,.., . .., . . ...., . ..., . .., . ...., . 09/09 01000-182 03-4122.F -, . ..... . ~ . Longitudinal Profile* The failure time must be Single Test: Test temperature 800C dequal or greater than the . an5calculated value using the applied stress of 650 pSI.; ~hree constants from the replicates ~hree points test !rest temperature 800C and applied stresses of 650 and Calculate three constants 450 psi. Failure time at 500 psi at Test temperature 700C at230C ~ 100 years (95% applied stress of 650 psi; 5statistical confidence) Procedure C . and FM 5_573replicates at each stress level ASTM 2837 FM 5-572, - II . ~ . ., ,.., The failure time must be Single Test: Test temperature equal or greater than the 800C and applied stress of 650calculated value using the psi.; 5 replicates ~hree constants from thE ~hree points test II . . " Oxidation Resistance of Pipes Pipe Location Irest Method /Test Conditions Requirement OIT Test . Liner and/or (ASTM D2 replicates (to determine 25. . . minutes, minimum Crown 3895) initial OIT value) Incubation Three samples for incubation A of 3 ::t 1 . Liner and/or~estFM5-5740f 195 days at 800C and(veragle hllb Imlnuhtes . . no va ue s a e ess t an Crown and OIT test applied stress of 250 pSI. One 2' ) minutes ASTM D 38950lT test per each sample. Note: FM = Florida Method of Test. * Required only when corrugation resin is different than liner resin. * A higher test temperature (900C) may be used if supporting test data acceptable to the State Materials Engineer is submitted and approved in writing. ...., . . II . .... . ,... , 948-2.3.3 Certification: Furnish to the Engineer certification from the manufacturer for each pipe diameter to be incorporated into the project that the pipe meets the requirements of these Specifications. Manufacturers seeking evaluation of a product in accordance with Departmental procedures must submit test reports conducted by a laboratory deemed to be appropriately qualified by the Plastics Pipe Institute and acceptable to the State Materials Engineer. Submit this information to the Director, State Materials Office. . - .., . ,... SUBARTICLE 948-4.4 (Page 861) is expanded by the following: . II 948-4.4.1 Machine Spiral Wound Pipe Liner: Machine spiral wound pipe finer shall consist of a continuous one piece profile strip wound directly into the deteriorated pipelines. The liner can be installed in close fit to the host pipe, or alternatively installed at a fixed diameter. Where the liner is installed at a fixed diameter, the annular space between the spiral wound liner pipe and the existing pipe is grouted. (1) Polyvinyl Chloride: Polyvinyl chloride machine spiral wound pipe liner shall meet the requirements of ASTM F 1697 and shall have a minimum cell classification of 13354. . ..., . """ . ...., 09/09 01000-183 03-4122.F . ..... . ..., . .., 955 LUMBER AND TIMBER TREATMENT (INCLUDING TREATING MATERIALS). (REV 5-25-05) (FA 6-30-05) (1-06) . SECTION 955 (Pages 867-869) is deleted and the following substituted: II . SECTION TIMBER (INCLUDING TREATING MATERIALS) 955 TREATMENT M - , 955-1 General. The work specified in this Section is the treating of structural timber, timber piling and timber posts. The method of treatment for all such timber materials shall be in accordance with the American Wood Preservers' Association (AWPA) Use Category Standard (USC) - U 1, with the exceptions and additions as specified herein. . ..., . , 955-2 Preservative. 955-2.1 Salt or Brackish Water Use: The treating of Southern Yellow Pine (SYP) lumber or timber for use in salt or brackish water environments shall be done with Chromated Copper Arsenate (CCA). 955-2.2 Above Ground or Ground Contact and Fresh Water Immersion Use: The treating of SYP lumber and timber for above round or ground contact and fresh water immersion applications, shall be done with Copper Azole-Type B (CA-B), Amine Copper Quat-Type D (ACQ-D), or CCA, with the following exceptions: Treatment of the wood products of the pedestrian bridges, wood rails at buildings or rest areas, and fence posts shall be done either with Copper Azole-Type B (CA-B) or Amine Copper Quat-Type D (ACQ-D). I' . II . ., . .., 955-3 Process. All timber and lumber items shall be treated in accordance with standard T1 of the AWPA manual. - . ..., 955-4 Requirements for Preservative Materials. Amine Copper Quat-Type D (ACQ-D), Chromated Copper Arsenate (CCA), Copper Azole-Type B (CA-B), Ammoniacal Copper Zinc Arsenate (ACZA) shall be in accordance with AWPA P5. . ..., . 955-5 Requirements for Retainment. 955-5.1 Piling :A minimum of 2.50 Ib/ft3 [40.1 kg/m3] of CCA oxides shall be retained in zone 1, outer 0.50 inch [12.7 mm], and 1.5 Ib/ft3 [24.0 kg/m3] in zone 2, outer 0.50 to 2 inches [12.7 to 51 mm]. If ACZA is used, a minimum of 2.50 Ib/ft3 [40.1 kg/m3] shall be retained in zone 1, outer 0.50 inch [12.7 mm], and 1.5 Ib/ft3 [24.0 kg/m3] in zone 2, outer 0.50 to 2 inches [12.7 to 51 mm]. 955-5.2 Structural Timber and Sheet Piles: When installation is not in a salt (or brackish) water environment, the minimum retention shall be 0.60 Ib/ft3 [9.6 kg/m3] of CCA or ACQ-D or 0.31 Ib/ft3 [5.0 kg/m3] CA-B, as determined by cores from the outer 0.60 inch [15.2 mm]. When installation is in a salt (or brackish) water environment, a ., . -. . II . .... . roo, 09/09 01000-184 03-4122.F . .., - ..., ..., minimum of 2.50 Ib/ft3 [40.1 kg/m3] of CCA oxides shall be retained in the outer 0.60 inch [15.2 mm]. All guardrail material (timber posts, blocks, wedges, etc.) shall retain a minimum of 0.40 Ib/ft3 [6.4 kg/m3] of CCA or ACQ-D or CA-B at 0.21 Ib/ft3 [3.3 kg/m3] in the outer 1 inch [25 mm] zone. 955-5.3 Posts: Round/sawn timber fence posts shall retain a minimum of 0.40 Ib/ft3 [6.4 kg/m3] of ACQ-D or 0.21 Ib/f3 [3.3 kg/m3]of CA-B in the outer 1 inch [25 mm] zone. 955-5.4 Determination of Retention: Retention shall be determined by assay performed and certified by the treating company in accordance with the applicable AWPA standards. . . ..., . ...., . -, 955-6 Penetration Requirements. 955-6.1 For Structural Timber: The penetration of the treatment shall be in accordance with the applicable AWPA standards, with the exceptions as specified herein. 955-6.2 For Round Piles and Fence Posts: Any round pile or post, which does not show complete sapwood penetration will be rejected or shall be retreated to meet such penetration requirement. 955-6.3 Retreatment: The necessity for retreatment of structural timber, piling and posts shall be avoided as far as practicable and if it becomes apparent that due measures are not being taken to prevent such necessity, the acceptance of retreated materials may be withdrawn. When retreatment is necessary the maximum limits for temperature of steam or preservative, and for preservative pressure, which apply to the original treatment shall not be exceeded during the retreatment. 955-6.4 Determination of Penetration: Sapwood penetration shall be determined by taking at least one increment boring core from each pile and cap, and other pieces of similar dimensions and, for other sizes of material, at least one boring from the charge for each 1,000 FBM [2 m3] in the charge. All bored holes shall be immediately plugged, with tight fitting treated plugs. . -. . .., . ..., . ., . ..., . ....., 955-7 Handling Salt Treated Piling. In handling of piles that have been treated with chromated copper arsenate or ammoniacal copper arsenate, cable slings shall be used. Mechanical grabbers or pointed tools shall not be permitted. Rough or careless handing shall be avoided at all times. . ..... . ..... 955-8 Identification of Treating Plants for Round Piling. The treating plant shall brand, or place a distinctive permanent mark, on each round pile, approximately 6 feet [2 m] from the butt end, such that the plant responsible for the treatment can be readily determined at any time during the service life of the piling. . ...., . ..., . I' . ,..., . ..., 09/09 01000-185 03-4122.F . -. . ..., - 971 TRAFFIC MARKING MATERIALS. (REV 1-4-06) (FA 2-15-06) (7-06) II . SECTION 971 (Pages 881-915) are deleted and the following substituted: ..., SECTION TRAFFIC MARKING MATERIALS 971 . ., 971-1 General Requirements. 971-1.1 Packaging and Labeling: All traffic marking materials shall be shipped in strong containers plainly marked with the weight in pounds per gallon [kilograms per liter], the volume of traffic marking materials content in gallons [liters], the color, user information, date of manufacture, LOT, batch and DOT code number. Each batch manufactured shall have a unique number. A true statement of the percentage composition of the pigment, the proportion of pigment to vehicle, and the name and address of the manufacturer, also shall be shown. The label shall warn the user of any special handling or precautions of the material, as recommended by the manufacturer. Any package not so marked will not be accepted for use under these specifications. Preformed thermoplastic materials and permanent tape products shall be marked with content, color, date of manufacture and lot number. 971-1.2 Storage: Any traffic marking materials which, although inspected and approved at the point of manufacture, hardens or livers in the containers so that it cannot be readily broken up with a paddle to a smooth, uniform painting consistency, will be rejected. All materials shall have a container storage life of one year from date of manufacture. Any traffic marking materials not acceptable for proper application will be rejected, even though it conforms to these Specifications in all other respects. 971-1.3 Mixing: All paints shall be delivered to the project completely mixed, and ready to be used without additional oil or thinner. Gasoline shall not be used for thinner under any circumstances. 971-1.4 Qualified Products List: All traffic marking materials shall be one of the products listed on the Qualified Products List. Manufacturers seeking evaluation of their product shall submit an application in accordance with Section 6 accompanied by a copy of the infrared identification curve (2.5 to 15 Jim) for the vehicle component. Products may only be used for applications recommended by the manufacturer. A notation of the number of coats and the thickness of each coat at which the product passes testing may be placed on the QPL. When listed, this will be the minimum criteria for application of the traffic marking material. 971-1.5 Certification: The Contractor shall provide the Engineer a certification conforming to the requirements of Section 6 from the manufacturer of the traffic marking materials confirming that the requirement~ of this Section are met. Each certification shall cover only one batch for traffic marking material. 971-1.6 Samples: Field samples will be obtained in accordance with the Department's Sampling, Testing and Reporting Guide Schedule. 971-1.7 Color: Materials for pavement markings shall meet the performance requirements specified in ASTM D 6628 with the exception of the following requirements. The initial daytime chromaticity for yellow materials shall fall within the box created by the following coordinates: . .-, . .., . I , . , . ,., . ..., . ..., . .., . ..., . ,.., . II . 'I . ..., . , 09/09 01000-186 03-4122.F . -. . ..., . Initial Daytime Chromaticity Coordinates (Corner Points) ..., 1 2 3 4 X 0.530 0.510 0.455 0.472 Y 0.456 0.485 0.444 0.400 . .., ., The in-service daytime chromaticity for yellow materials shall fall within the box created by the following coordinates: In-Service Daytime Chromaticity Coordinates (Corner Points) . . 1 2 3 4 X 0.530 0.510 0.435 0.449 Y 0.456 0.485 0.429 0.377 .., . ,., 971-1.8 Additional Requirements: Traffic stripe materials shall be characterized as non-hazardous as defined by Resource Conservation and Recovery Act (RCRA) Subarticle C rules, Table 1 of 40 CFR 261.24 "Toxicity Characteristic". Traffic stripe materials shall contain no more than 3.0 ppm lead by weight in a cured state when tested by EPA methods 3050 and 6010. The material shall not exude fumes which are hazardous, toxic or detrimental to persons or property. . ., . ,., . . 971-2 Glass Spheres. 971-2.1 General Requirements: Glass spheres shall be of a composition designed to be highly resistant to traffic wear and to the effects of weathering for the production of a reflective surface, creating night visibility of the pavement markings without altering day visibility of the marking. The general requirements of 971-1 apply to glass spheres. The glass spheres shall conform to the requirements of AASHTO M 247 and FP 96. 971-2.2 Specific Properties: The large (Type 3 or larger) glass spheres used for drop on beads shall have an adhesion coating. Type 1 glass spheres used for drop on beads shall have a dual coating. Beads used in the intermix of materials are not required to be coated. .., -1 . -, . -. . The following physical requirements apply: -, Property Test Method Specification Gradation ASTM D 1 214 AASHTO M 247 & FP Roundness ASTM D 11 55 Min: 70 % true spheres by weight per sieve size Refractive Becke Line Method (25 + /- 1.5 minimum Index 5C) , . .. r'1 .., Percent by Mass Passing Designated Sieve (ASTM D 1214) Sieve Size Grading Designation Type 1 (AASHTO) Type 3 (FP 96) Type 4 (FP 96) Type 5 (FP 96) No. 8 100 . . f""I . ..., 09/09 01000-187 03-4122.F . .... . , . -. . ...., . .., . ,.., . -, . II . '1 . ,.., . .., . .., . ..., . ..., . -. . ,.., . II . --. . .., . Percent by Mass Passing Designated Sieve (ASTM D 1 214) Sieve Size Grading Designation Type 1 Type 3 (FP 96) Type 4 (FP 96) Type 5 (FP 96) (AASHTO) No. 10 100 95 - 100 No. 12 100 95 - 100 80 - 95 No. 14 95 - 100 80 - 95 1 0 - 40 No. 16 100 80 - 95 1 0 - 40 0-5 No. 18 1 0 - 40 0-5 0-2 No. 20 95 - 100 0-5 0-2 No. 25 0-2 No. 30 75 - 95 No. 40 No. 50 15 - 35 No. 80 NO. 100 0-5 Provide the Engineer Certified test reports from the manufacturer confirming that all glass spheres conform to the requirements of this Section. 971-2.3 Sampling: 971-2.3.1 Sampling: A random 50 Ib [23 kg] sample of glass spheres shall be obtained for each 50,000 Ib [22,680 kg] shipped. Upon arrival, the quantity of material will be reduced in a sample splitter to a size of approximately 1 quart [1 liter] by the Engineer, or one 50 Ib [23 kg] unopened bag. 971-2.3.2 Containers: The spheres shall be furnished in new 50lb [23 kg] moisture-proof bags. All containers shall meet ICC requirements for strength and type and be marked in accordance with AASHTO 247 Part 5. 971-3 Fast Dry Traffic Paint - Water B~rne. 971-3.1 General: Fast dry traffic paints intended for use under this Specification shall include water reducible products that are single packaged and ready mixed. Upon curing, these materials shall produce an adherent, reflective pavement marking capable of resisting deformation by traffic. The material shall have the capability of being cleaned and flushed from the striping machines using regular tap water and any required rust inhibitors. The manufacturer shall have the option of formulating the material according to his own specifications. However, the requirements delineated in this Specification and Section 710 shall apply regardless of the type of formulation used. The material shall be free from all skins, dirt and foreign objects. 09/09 01000-188 03-4122.F .., . ..., - 971-3.2 Composition: II Component Test Method Criteria Total Solids, by weight ASTM D 2369 minimum 75 % Pigments, by weight ASTM D 3723 minimum 57% Vehicle Solids % on Vehicle* minimum 40% TiOz, Type II Rutile (white paint only) ASTM D 476 minimum 1.5 Ib/gal [0.18 kg/Ll Volatile Organic Content, (VOC) ASTM D 3960 maximum 150 g/L * % total solids - % pigment 100 - % pigment . II . " . """'4 971-3.3 Physical Requirements: The material shall meet the following criteria: . -, Property Test Method Minimum Maximum Density ASTM D 1475 13.5 :t 1.4 Ib/gal - [1.62 :t 0.17 kg/Ll Consistency at 7rF ASTM D 562 80 KU 100 KU [25OC] Fineness of Grind ASTM D 1 210 2(HS) [75 ~m] 3(HS) [63 ~m] Dry Opacity at Fed Std 1 41 a 0.96 - 5 mils [127 ~m] WFT Method 41 21 Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P-115D Pass - Abrasion Resistance 961-10.6.3 Pass - . ..., . ..., . .., . .., 971-3.3.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 710, the material shall set to bear traffic in not more than two minutes. . f""1 ., 971-3.3.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils [660 /lm]. Air dry each sample for 30 minutes and bake at 2200F [1050C] for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 500 g weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 50 mg per plate. 971-3.3.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx'mz and 250 mcd/lx'mz. The retroreflectance of the white and yellow pavement markings at the end of the six month service life shall not be less than 150 mcd/lx'mz. 971-3.4 Packaging and Labeling: The traffic paint shall be placed in 55 gal [210 Ll open-end steel drums with a re-usable multi-seal sponge gasket. No more than 50 gal [190 L] of material shall be placed in any drum to allow for expansion during transport and storage. . - .., . .., . 1'1 . ..., . .., . r., 09/09 01000-189 03-4122.F . -. . ..., . 971-4 Fast Dry Solvent Traffic Paint. 971-4.1 General: Fast dry traffic paints intended for use under this Specification shall include products that are single packaged and ready mixed. Upon curing, these materials shall produce an adherent, reflective pavement marking capable of resisting deformation by traffic. The manufacturer shall have the option of formulating the material according to his own specifications. However, the requirements delineated in this Specification and Section 710 shall apply regardless of the type of formulation used. The material shall be free from all skins, dirt and foreign objects. 971-4.2 Composition: ..., . .., . f""I . Component Test Method Criteria Total Solids, by weight ASTM D 2369 75 % minimum Pigments, by weight ASTM D 3723 57% minimum Vehicle Solids, % on Vehicle" 40% minimum Ti02, Type II Rutile (white paint ASTM D 476 1.5 Ib/gal [0.18 kg/L] minimum only) Volatile Organic Content, (VOC) ASTM D 3960 150 g/l maximum ..., . .. . ,..., . 971-4.3 Physical Requirements: The material shall meet the following criteria: . Property Test Method Minimum Maximum Density ASTM D 1475 13.5 :t 0.37 Ib/gal N/A [1.62 + 0.17 kg/L] Consistency at 1700F ASTM D 562 80 KU 100 KU [77OC] Fineness of Grind ASTM D 1 21 0 2 (HS) [75 11m] 3(HS) [65 11m] Dry Opacity at Fed Std 141 a 0.96 - 5 mils [127 11m] WFT Method 41 21 Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P-115D Pass - Abrasion Resistance 961-10.6.3 Pass - II . r, " . r-I . P"'I - 971-4.3.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 710, the material shall set to bear traffic in not more than two minutes. 971-4.3.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils [660 11m]. Air dry each sample for 30 minutes and bake at 2200F [1050C] for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 1.1 Ib [500 g] weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 0.178 oz [50 mg] per plate. 971-4.3.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx.m2 and 250 mcd/lx.m2, respectively. The retroreflectance of the white and yellow pavement markings at the end of the six month service life shall not be less than 150 mcd/lx.m2. ..., . -, - r-, . II . ..., . II 09/09 01 000-1 90 03-4122.F . . -, .-, 971-4.4 Application Properties: Application properties shall meet the requirements of Section 71 O. 971-4.5 Packaging and Labeling: The traffic paint shall be placed in 55 gal [210 liter] open-end steel drums with a re-usable multi-seal sponge gasket. No more than 50 gal [190 liters] of material shall be placed in any drum to allow for expansion during transport and storage. . . r"l . -, 971-5 Thermoplastic Materials for Traffic Stripes. 971-5.1 General: Upon cooling to normal pavement temperature, these materials shall produce an adherent, reflective pavement marking capable of resisting deformation by traffic. The manufacturer shall utilize alkyd based materials only and shall have the option of formulating the material according to his own specifications. However, the requirements delineated in this Specification and Section 711 shall apply regardless of the type of formulation used. The pigment, glass spheres, and filler shall be well dispersed in the resin. The material shall be free from all skins, dirt and foreign objects. 971-5.2 Composition: . II . ,.., . II Component Test Method White Yellow Binder 20.0% minimum 20.0% minimum Ti02, Type II Ructile ASTM D 476 10.0% minimum - Glass Spheres AASHTO T 250 40.0% minimum 40.0% minimum Yellow Pigment % minimum pel - manufacturer Calcium Carbonate and Inert Filler (- 30.0% maximum 37.5% maximum 200 mesh [-75 11m] sieve) Percentages are by weight. . .., . ..., . -. .., The alkyd/maleic binder must consist of a mixture of synthetic resins (at least one synthetic resin must be solid at room temperature) and high boiling point plasticizers. At least one-half of the binder composition must be 100% maleic-modified glycerol of rosin and be no less than 1 5 % by weight of the entire material formu lation. 971-5.3 Glass Spheres: The glass spheres in the intermix shall consist of 50% Type 1 and 50% Type 3. Glass spheres shall meet the requirements of 971-2. 971-5.4 Sharp Silica Sand: Sharp silica sand used for bike lane symbols and pedestrian crosswalk lines shall meet the following gradation requirements: . .., . . .-, ...., Sieve Size % Passing 20 [850 11m] 100 50 [300 11m] o to 1 0 . . ..... 971-5.5 Physical Requirements: Laboratory samples shall be prepared in accordance with ASTM D 4960 and shall meet the following criteria: . ,.., Property Test Method Minimum Maximum Water Absorption ASTM D 570 - 0.5% Softening Point ASTM D 36 1950F [900C] - Low Temperature AASHTO T 250 Pass - .., . . ..., 09/09 01000-191 03-4122.F . r, . .., . .., . r'1 . ,...., . ., . ., . ."1 . ,., . ,..., . ..., . n . 1 . ,.., . -. . 1"'"1 . ..., . .., . '-' . Property Test Method Minimum Maximum Stress Resistance Specific Gravity Water displacement 1.9 2.3 Indentation ASTM D 2240 * 40 75 Resistance Shore Durometer, A2 Impact Resistance ASTM D 256, Method A 1.0 N'm - Flash Point ASTM D 92 4750F [245OC] - *The durometer and panel shall be at 1100F [450C] with a 4.4 Ib [2.0 kg] load applied. Instrument measurement shall be taken after 15 seconds. 971-5.5.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 711, the thermoplastic shall set to bear traffic in not more than two minutes. 971-5.5.2 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 450 mcd/lx'mz and not less than 350 mcd/lx'mz, respectively. The retroreflectance of the white and yellow pavement markings at the end of the th ree year service life shall not be less than 1 50 mcd/lx' mZ. 971-5.5.3 Durability: Durability is the measured percent of thermoplastic material completely removed from the pavement. The thermoplastic material line loss must not exceed 5.0% at the end of the service life. 971-5.6 Application Properties: Application properties shall meet the requirements of Section 711 . 971-5.7 Packing and Labeling: The thermoplastic material shall be packaged in suitable biodegradable or thermo-degradable containers which will not adhere to the product during shipment and storage. The container of thermoplastic material shall weigh approximately 50 Ib [23 kg]. The label shall warn the user that the material shall be heated in the range as recommended by the manufacturer. 971-6 Thermoplastic Material-Hot Spray. 971-6.1 General: This work shall consist of furnishing and applying thermoplastic material when the project requires refurbishing existing thermoplastic stripes. The manufacturer shall utilize alkyd based materials only and shall have the option of formulating the material according to his own specifications. However, the requirements delineated in this Specification and Section 711 shall apply regardless of the type of formulation used. 971-6.2 Composition: Component White Yellow Binder 25.0% minimum 25.0% minimum lriOz (ASTM D 476 Type II Ructile) 10.0% minimum - Glass Spheres 35.0% minimum 35.0% minimum % . . pel Yellow Pigment minimum - manufacturer Calcium Carbonate and Inert Filler 30.0% maximum 40.0% maximum (No. 200 [75 flm] sieve) 971-6.3 Binders: The manufacturer shall have the option of formulating the material according to his own specifications. However, the physical and chemical properties 09/09 01 000-1 92 03-4122.F ..., . ..., . contained in this Specification shall apply regardless of the type of formulation used. The pigment, beads and filler shall be well dispersed in the resin. The material shall be free from all skins, dirt and foreign objects. 971-6.4 Physical Requirements: Sample specimens shall be prepared in accordance with ASTM D 4960, 8. .., . ..., . Procedure shall meet the following requirements: 1"'1 . Property Irest Method Minimum Maximum Water Absorption ASTM D 570 - 0.5% Softening Point ASTM D 36 1900F [900C] - Low Temperature AASHTO T 250 Pass - Stress Resistance Specific Gravity Water displacement 1.87 2.3 Indentation ASTM D 2240 * 5 30 Resistance Shore Durometer, A2 Impact Resistance ASTM D 256, Method A 1.0 N.m - Flash Point ASTM D 92 4750F [245OC] - *The durometer and panel shall be at 1100F [450C] with a 4.4 Ib [2.0 kg] load applied. Instrument measurement shall be taken after 15 seconds. ., . II . I' . ., . . 971-6.4.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 711, the thermoplastic shall set to bear traffic in not more than two minutes. 971-6.4.2 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx'm2 and not less than 250 mcd/lx.m2, respectively. The retroreflectance of the white and yellow pavement markings at the end of the one year service life shall not be less than 1 50 mcd/lx. m2. 971-6.4.3 Durability: Durability is the measured percent of thermoplastic material completely removed from the pavement. The thermoplastic material line loss must not exceed 5.0% at the end of the one year service life. 971-6.5 Glass Spheres: Glass spheres shall be Type 1 and meet the requirements of 971-2. 971-6.6 Sharp Silica Sand: Sharp silica sand used for bike lane symbols and pedestrian crosswalk lines shall meet the following gradation requirements: " ,.., . ,.., . .., . .., . Sieve Size % Passing 20 [850 11m] 100 50 [300 11m] o to 1 0 -. . ...., 971-6.7 Application Properties: The thermoplastic material shall readily apply and adhere to the existing traffic stripe at temperatures as recommended by the manufacturer from equipment approved by the Engineer to produce a line which shall be continuous and uniform in shape having clear and sharp dimensions at a minimum thickness as identified in the plans. No signs of moisture shall be visible on the pavement surface as determined in accordance with the binder manufacturer's recommendations. . r-, . .., . 09/09 01000-193 03-4122.F ..., . ----- ------ ..., - ., The material, when formed into traffic stripes, must be readily renewable by placing an overlay of new material directly over an old line of the same material. Such new material shall bond itself to the old line in a manner such that no splitting or separation occurs. . .., .., Overlay stripe thicknesses shall be measured as specified in Section 711 for refurbishing of thermoplastic stripes. 971-6.8 Packing and Marking: The thermoplastic material shall be packed in suitable biodegradable or thermo-degradable containers which will not adhere to the product during shipment and storage. The container of thermoplastic material shall weigh approximately 50 Ib [23 kg]. The label shall warn the user that the material shall be heated in the range as recommended by the manufacturer. . .., . . ., ,.., 971-7 Preformed Thermoplastic Materials for Traffic Stripes. 971-7.1 General: Upon cooling to normal pavement temperature, these materials shall produce an adherent, reflective pavement marking capable of resisting deformation by traffic. The manufacturer shall have the option of formulating the material according to his own specifications. However, the requirements delineated in this Specification and Section 711 shall apply regardless of the type of formulation used. The pigment, glass spheres, and filler shall be well dispersed in the resin. The material shall be free from all skins, dirt and foreign objects. 971-7.2 Composition: The preformed thermoplastic shall consist of high quality materials, pigments and glass spheres or other reflective material uniformly distributed throughout their cross-sectional area, with a reflective layer of spheres or other reflective material embedded in the top surface. 971-7.3 Glass Spheres: White and yellow material shall contain no less than 30% glass spheres by weight. The glass spheres shall meet the requirements of 971-2. 971-7.4 Color: Materials shall meet the performance requirements specified in 971- 1 and the following additional requirements. The initial luminance factor, Cap Y, shall not be less than 55. The in-service luminance factor at the end of the three year service life shall not be less than the requirements in ASTM D 6628 when measured outside the wheel paths. 971-7.5 Physical Requirements: Laboratory samples shall be prepared in accordance with ASTM D 4960 and shall meet the following criteria: . r"'1 . II . II . ,., . .., . . ,.., .., Property Test Method Minimum Maximum Softening Point ASTM D 36 1950F [900C] - Low Temperature AASHTO T 250 Pass - Stress Resistance Indentation ASTM D 2240 * 40 75 Resistance Shore Durometer, A2 Impact Resistance ASTM D 256, Method A ** 1.0 N'm - *The durometer and panel shall be at 1100F [450C] with a 4.4 Ib [2.0 kg] load applied. Instrument measurement shall be taken after 15 seconds. * *The test specimen for ASTM D 256 shall be 1 in. x 1 in. x 6 in. and shall not be notched. . ..., . . ..., . ..., - II 971-7.5.1 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx'm2 and not less than 250 . 09/09 01000-194 03-4122.F ..., . - . ..., . mcd/lx.m2, respectively. The retroreflectance of the white and yellow pavement markings at the end of the three year service life shall not be less than 150 mcd/lx'm2. All pedestrian crosswalks, bike lane symbols and messages in a proposed bike lane shall attain initial retroreflectivity of not less than 275 mcd/lx'm2. 971-7.5.2 Skid Resistance: The surface of the stripes and markings shall provide a minimum skid resistance value of 35 BPN (British Pendulum Number) when tested according to ASTM E 303. Bike lane symbols and pedestrian crosswalks shall provide a minimum skid resistance value of 55 BPN. 971-7.5.3 Durability: Durability is the measured percent of thermoplastic material completely removed from the pavement. The thermoplastic material line loss must not exceed 5.0% at the end of the service life. 971-7.6 Application Properties: Application properties shall meet the requirements of Section 711 . 971-7.7 Packing and Labeling: The thermoplastic material shall be packaged in suitable biodegradable or thermo-degradable containers which will not adhere to the product during shipment and storage. .., . ..., . I' . .., . ,., . .., 971-8 Permanent Tape Materials for Pavement Stripes and Markings. 971-8.1 General: The materials for pavement stripes and markings shall consist of white or yellow weather-resistant reflective film as specified herein. The markings are divided into two classes: Standard and High Performance. The classes are differentiated by their durability and retroreflectivity. The pigment, glass spheres, and filler shall be well dispersed in the resin. However, the requirements delineated in this Specification and Section 713 shall apply. The material shall be free from all skins, dirt and foreign objects. 971-8.2 Composition: The pavement stripes and markings shall consist of high- quality plastic materials, pigments, and glass spheres uniformly distributed throughout their cross-sectional area, with a reflective layer of spheres embedded in the top surface. 971-8.3 Skid Resistance: The surface of the stripes and markings shall provide a minimum skid resistance value of 35 BPN (British Pendulum Number) when tested according to ASTM E 303. Bike lane symbols and pedestrian crosswalks shall provide a minimum skid resistance value of 55 BPN. 971-8.4 Thickness: The Qualified Products List will list the specified thickness of each approved product. 971-8.5 Durability and Wear Resistance: When properly applied, the material shall provide neat, durable stripes and markings. The materials shall provide a cushioned resilient substrate that reduces sphere crushing and loss. The film shall be weather resistant and, through normal wear, shall show no significant tearing, rollback or other signs of poor adhesion. Durability is the measured percent of pavement marking material completely removed from the pavement. The pavement marking material line loss must not exceed 5.0% of surface area at the end of its service life. 971-8.6 Conformability and Resealing: The stripes and markings shall be capable of conforming to pavement contours, breaks and faults under traffic at pavement temperatures recommended by the manufacturer. The film shall be capable of use for patching worn areas of the same types of film in accordance with the manufacturer's recommendations. 971-8.7 Tensile Strength: The stripes and markings shall have a minimum tensile strength of 40 psi [275 kPa] when tested according to ASTM 0 638. A rectangular test specimen 6 by 1 by 0.05 [150 by 25 by 1.5 mm] minimum thickness shall be tested at a . ., . M . .., . ...., . I I . ....., . ..., . ~ . .... . ., . -, 09/09 01 000-1 95 03-4122.F . .., . ...., . temperature range of 40 to 800F [21 to 2JDC] using a jaw speed of 0.25 inch/min [6 mm/min]. 971-8.8 Elongation: The stripes and markings shall have a minimum elongation of 25% when tested in accordance with ASTM D 638. 971-8.9 Plastic Pull test: The stripes and markings shall support a dead weight of 4 Ib [1.8 kg] for not less than five minutes at a temperature range of 70 to 800F [21 to 270C]. Rectangular test specimen size shall be 6 by 1 by 0.05 inch [150 by 25 by 1.5 mm] minimum thickness. 971-8.10 Pigmentation: The pigment shall be selected and blended to provide a material which is white or yellow conforming to standard highway colors through the expected life of the stripes and markings. 971-8.11 Glass Spheres: The glass spheres shall meet the requirements of 971-2. The stripes and markings shall have glass retention qualities such that, when at room temperature a 2 by 6 inches [50 by 150 mm] specimen is bent over a 0.5 inch [13 mm] diameter mandrel axis, a microscopic examination of the area on the mandrel shall show no more than 10% of the spheres with entrapment by the material of less than 40 %. The bead adhesion shall be such that spheres are not easily removed when the film surface is scratched firmly with a thumbnail. 971-8.12 Standard Markings: The preformed materials for pavement stripes and markings shall have a service life of three year. The materials shall attain an initial retroreflectance of not less than 300 mcd/lx'm2 for white and contrast markings and not less than 250 mcd/lx.m2, for yellow markings. The retroreflectance of the white, yellow and contrast pavement markings at the end of the three year service life shall not be less than 150 mcd/lx'm2. 971-8.13 High Performance Markings: The preformed materials for pavement stripes and markings shall have a service life of five years. The materials shall attain an initial retroreflectance of not less than 450 mcd/lx.m2 for white and contrast markings and not less than 350 mcd/lx'm2 for yellow markings. The pavement stripes and markings shall retain a minimum retroreflectance for two years of not less than 300 mcd/lx'm2 for white and contrast markings and not less than 250 mcd/lx'm2 for yellow markings. The retroreflectance of the white, yellow and contrast pavement markings at the end of the five year service life shall not be less than 150 mcd/lx.m2. ...., . ..., . ,., . ,., . " . ..... . .., . .., . .., . ..., . ..., ...... 971-9 Two Reactive Component Materials For Traffic Stripes And Markings. 971-9.1 General: Two reactive component materials intended for use under this Specification shall include, but not be limited to, epoxies, polyesters and urethanes. Upon curing, these materials shall produce an adherent, reflective pavement marking capable of resisting deformation by traffic. The manufacturer shall have the option of formulating the material according to his own specifications. However, the criteria outlined in this Specification and Section 709 shall apply regardless of the type of formulation used. In a cured condition, all of the products designated in this Specification shall be classified as non-hazardous waste as defined by 40 CFR 261.24 when tested in accordance with EPA Method 1311 , Toxicity Characteristics Leaching Procedures (TCLP). The material shall not exude fumes which are toxic or detrimental to persons or property. The material shall be free from all skins, dirt and foreign objects. . . -. . ...., . ,..... . ..... . ..., 09/09 01000-196 03-4122.F . ,.., - -I - 971-9.2 Composition: .., Component Test Method Criteria TiOz, Type II Rutile ASTM 0 476 minimum 10% by weight (white paint only) Lead EPA 1311 (TCLP) maximum 0.15 ppm Volatile Organic Content, (VOC) ASTM 0 3960 maximum 150 g/L .... . . .., 971-9.3 Pigment: The yellow pigment used shall not contain lead or any other Resource Recovery and Conservation Act (RCRA) materials. 971-9.4 Glass Spheres: Glass spheres shall be Type 1 and meet the requirements of 971-2. 971-9.5 Sharp Silica Sand: Sharp silica sand used for bike lane symbols and longitudinal lines shall meet the following gradation requirements: ....., . . ,..., ,...., Sieve Size % Passing 20 mils [850 11m] 100 50 mils [300 11m] o to 1 0 . . 971-9.6 Physical Requirements: The material shall meet the following criteria: ,.., . Property Test Method Minimum Maximum Dry Opacity . Fed Std 141 a 0.96 - Method 41 21 Bleed Ratio Fed Spec TT-P-85D 0.95 - Flexibility Fed Spec TT-P-115D Pass - Abrasion Resistance 971-12.6.3 Pass - *When applied at manufacturer's recommended dry film thickness. ..., . ,., . .., . ,...., 971-9.6.1 Set To Bear Traffic Time: When applied at the temperatures and thickness specified by Section 710, the material shall set to bear traffic in not more than two minutes. 971-9.6.2 Abrasion Resistance: Test four samples per LOT using a Taber Abrader. The paint shall be applied to specimen plates using a drawdown blade having a clearance of 26 mils [660 11m]. Air dry each sample for 30 minutes and bake at 2200F [1050C] for 18 hours. Clean with a soft brush and weigh each sample. Abrade samples for 1,000 cycles with 1.1 Ib [500 g] weights and CS-10 wheels. Clean the samples with a soft brush and weigh again. The average weight loss for the four plates shall not exceed 0.178 oz [50 mg] per plate. 971-9.6.3 Retroreflectivity: The white and yellow pavement markings shall attain an initial retroreflectance of not less than 300 mcd/lx'mz and not less than 350 mcd/lx'mz, respectively. The retroreflectance of the white and yellow pavement markings at the end of the one year service life shall not be less than 150 mcd/lx'mz. 971-9.7 Application Properties: Application properties shall meet the requirements of Section 709. 971-9.8 Packaging and Labeling: The two reactive component material shall be placed in 55 gal [210 liter] open-end steel drums with a re-usable multi-seal sponge gasket. ,.., . I' . P'"l . .., . ,., . . ..., 09/09 01000-197 03-4122.F . """ . ,.., .., No more than 50 gal [1 90 liters] of material shall be placed in any drum to allow for expansion during transport and storage. Other containers will be used for applicable products. Each container shall designate the color, generic type (e.g. epoxy), user information, manufacturer's name and address, batch number and date of manufacture. Each batch manufactured shall have a unique number. The label shall warn the user of hazards associated with handling or using the material. 971-9.9 Storage Life: Any material stored for less than one year not meeting these requirements shall be replaced at no cost to the Department. - . ,.., . -, . 982 FERTILIZER. (REV 12-21-05) (FA 12-29-05) (7-06) P'"1 . SECTION 982 (Page 922) is deleted and the following substituted: ...., SECTION FERTILIZER 982 . -. 982-1 Fertilizers. Fertilizers shall comply with the State fertilizer laws. The numerical designations for fertilizer indicate the minimum percentages (respectively) of (1) total nitrogen, (2) available phosphoric acid, and (3) water-soluble potash, contained in the fertilizer. At least 50% of the nitrogen shall be from a slow-release source. . ., . r"I ,... 982-2 Certification. The Contractor shall provide the Engineer a certified test report from the manufacturer of the commercial fertilizer confirming that the requirements of this Section are met. The certified test report shall conform to the requirements of Section 6 and include test results for total nitrogen, available phosphoric acid, water-soluble potash, and sulfur. Each certification shall cover one batch per type for dry type fertilizer. . . ,.., . 982-3 Fertilizer Rates. Soil laboratory fertilization recommendations are based on the amount (Ibs) of nutrients (N, PZ05, KzO) to apply per given area (usually 1,000 sq. ft.). From this recommendation it is necessary to select an appropriate fertilizer grade and then determine how much of this fertilizer to apply to the area. If a complete fertilizer (containing all three primary nutrients) is not available in the ratio of N-P-K necessary to match the ratio required in the fertilizer recommendation, mixed-grade or single-nutrient fertilizers should be used to satisfy each nutrient requirement. To calculate fertilizer rates: 1. Measure the area to be fertilized in square feet. 2. Select fertilizer(s) to be used based on the soil testing laboratory recommendations by matching the ratio of nutrients recommended to the fertilizer grades available. 3. Determine the amount of fertilizer to apply to a given area (1,000 sq. ft.) by dividing the recommended amount of nutrient by the percentage of the nutrient (on a decimal basis) in the fertilizer. ,..., . ,.., . ,.., . ,.., . .., . -. . 09/09 01000-198 03-4122.F , . ,.., . .., . 4. Adjust the amount of fertilizer to the project area. .., . 987 PREPARED SOIL LAVER MATERIALS. (REV 12-21-05) (FA 12-29-05) (7-06) .., . SECTION 987 (Page 924) is deleted and the following substituted: ,..., SECTION PREPARED SOIL LAVER MATERIALS 987 . ..., 987-1 Description. All material shall be suitable for plant growth. The organic matter content of the prepared soil layer after mixing shall be a minimum of 2.5%, a maximum of 10%, in accordance with FM 1-T 267 and have a pH value of 4.5 or greater and less than or equal to 8.5 as determined in accordance with FM 5-550. The organic matter content shall be created using any of the following materials. . .., . I 1 .., 987-2 Materials. Prepared soil layer materials may be obtained from either, or a combination of, the following sources: (1) Excavation within the limits of construction on the project. Such material may be stockpiled or windrowed on the project in areas approved by the Engineer. (2) Designated borrow pits for the project. (3) From other sources of organic soil materials provided by the Contractor. 987-2.1 Organic son: This may consist of muck, mucky peat and peat and shall have an organic matter content of 30 % or more if the mineral fraction is more than 50% clay, or more than 20% organic matter if the mineral fraction has no clay. 987-2.2 Blanket Material: Meet the material classification shown on the plans and Design Standards, Index No. 505. 987-2:3 Compost: Meet the requirements of Florida Department of Environmental Protection Rule 62.709.550 Type V (yard waste), Type VM (yard waste and manure), Type A (municipal solid waste compost) or Rule 62.640.850 Type AA (composted biosolids) and have unrestricted distribution. 987-2.3.1 Compost for use as a Soil Amendment: If the electrical conductivity (EC) value of the compost exceeds 4.0dS (mmhos/cm) based on the saturated paste extract method, the compost shall be leached with water prior to application. 987-2.3.2 Compost for use as a Mulch: The compost shall contain no foreign matter, such as glass, plastic or metal shards. The compost shall be slightly coarse to coarse in nature (over half of the solids shall be from particles 112 inch [12 mm] in size and no greater than 6 inches [150 mm]). Preference shall be given to compost or mulch made from uncontaminated woody waste materials. . ,., . ....., . ,., . ..., . ...., . . -, . ~ . .... . ..... . ,..., 09/09 01000-199 03-4122.F . -. . .., . 990 TEMPORARY TRAFFIC CONTROL DEVICES MATERIALS. (REV 7-27-05) (FA 8-9-05) (1-06) 1""'1 . SECTION 990 (Pages 925-937) is deleted and the following substituted: ...., SECTION TEMPORARY TRAFFIC CONTROL DEVICES MATERIALS 990 . ..., 990-1 General. The work specified in this Section is the material requirements for Temporary Traffic Control Devices. . ...., .., 990-2 Reflective Collars for Traffic Cones. For the retroreflective sheeting for the collars, meet the requirements of ASTM 0 4956 Table 4, Type III and Table 9, Type VI; excluding 0.1 degree. Provide three certified copies of test reports and certification from the manufacturer that the material furnished meets all requirements above. Use reflective collars for cones included on the Qualified Products List (QPL). . . ...., . ., 990-3 Portable Arrow Boards. 990-3.1 Scope: All portable arrow boards must meet the physical display and operational requirements as described in the MUTCD. Manufacturers seeking approval of their arrow board shall provide a working sample to be evaluated in accordance with these Specifications and certify that the furnished unit meets all requirements specified herein. 990-3.2 Display Panel and Housing: (a) The display housing assembly shall be weather-tight to protect the panel from the elements. (b) All nuts, bolts, washers and other fasteners shall be of corrosion resistant . 1""'1 . --.. . material. .., (c) The display assembly shall be equipped with an automatic dimming operational mode capable of a minimum of 50% dimming and a separate manual dimmer switch (d) The display panel background and frame for the display assembly shall be painted flat black and must meet Federal Specification TT-E-489. (e) Display panel and housing shall be designed and constructed to allow the unit to be operated in the displayed position at speeds of 30 mph [50 k/h]. In the down position it shall be designed for speeds of 65 mph [105 k/h]. (f) The display panel, when raised in the upright position, will have a minimum height of 7 feet [2.1 m] from the bottom of the panel to the ground, in accordance with the MUTCD. (g) The unit shall have an accessible mechanism to easily raise and lower the display assembly. A locking device shall also be provided to ensure the display panel will remain in the raised or lowered position. 990-3.3 Arrow Board Matrix: (a) The minimum legibility distance for various traffic conditions are based on the decision-sight distance concept. The minimum legibility distance is the distance at which a driver can comprehend the arrow panel message on a sunny day or a clear night. The arrow panel size that is needed to meet the legibility distance is listed as follows: ,.., . ., . ..., . . 1""1 . 1""'1 . ~ . 09/09 01000-200 03-4122.F ..., . -, . r"1 . rrype Minimum Size Minimum Number 0 Minimum Legibility Distance Panel Lamps B 30 by 60 inches 13 3/4 mile [1.0 km] [750 by 1,500 mm] C 48 by 96 inches 15 1 mile [1.5 km] [1,200 by 2,500 mm] .., . II . ., For use on the state highway system, the Types "B" or "C" advance warning arrow boards may be used for low to intermediate (0 to 50 mph) [0 to 80 km/h] facilities and for maintenance or moving operations on high-speed roadways. Type "C" arrow boards shall be used on high-speed (50 mph and up) [80 km/h and up]. (b) Devices shall meet all arrow board displays identified in the MUTCD. (c) The lamp lens should be 5 3/4 inches [145 mm] in diameter. Smaller lamp lens diameters are permissible only if they provide an equivalent or greater brightness indication and meet the legibility criteria in Section (a) of this Specification. (d) The color of the light emitted shall be in accordance with the MUTCD. (e) There shall be a 360-degree hood for close-up glare reduction. (f) For solar powered arrow boards the bulbs shall provide a 350-candle power intensity for day use and an automatic reduction or dimming capacity for night use. The dimmed night operation shall provide adequate indication without excessive glare. (g) The flashing rate of the lamps shall not be less than 25 nor more than 40 flashes per minute as required in the MUTCD. (h) The minimum lamp "on time" shall be 50% for the flashing arrow and 25 % for the sequential chevron. 990-3.4 Electrical System: 990-3.4.1 Diesel Engine: Meet the following: (a) The power supply and electrical system shall be self-contained . ..., . .., . II . .., . ..., . . within the unit. ..., (b) The engine shall have an electrical starting system. (c) The power source furnished shall be of sufficient size so as to provide the required maximum load energy plus 25%. (d) The electrical system shall meet the National Electrical Code . .., . where applicable. ..., (e) A backup power system that shall operate the unit for a minimum of three hours automatically when the motor driven generator fails to operate. (f) The starting batteries and back-up power supply system batteries shall be automatically charged when the generator is operating. (g) The engine shall be supplied with an ammeter and the generator shall be supplied with a voltmeter showing voltage to the sign assembly. For solar powered units the following shall apply: (a) The unit shall provide automatic recharging of power supply batteries to normal operating levels. (b) Solar array recovery time shall be accomplished in a maximum of ..., . ..., . . ,., . three hours. r-'l 990-3.4.2 Battery Life Test: Meet the following: (a) The photovoltaic unit shall be able to operate from a full battery charge without sunlight for a period of not less than 21 days. . ., 09/09 01000-201 03-4122.F . 'I . ...., . (b) The battery shall be equipped with a controller to prevent overcharging and over-discharging. An external battery level indicator shall also be provided. (c) The battery, controller, and power panel shall be designed to be protected from the elements and vandalism. 990-3.4.3 Controller: Meet the following: (a) Controller and control panel shall be housed in a weather, dust, and vandal resistant lockable cabinet. (b) The controller shall be solid-state in design and function. 990-3.4.4 Support Chassis: Meet the following: (a) The support chassis shall be self-contained and self-supporting without the use of additional equipment or tools. (b) Both trailer and truck-mounted units are allowed. (1) Trailer mounted unit: (a) The sign, power supply unit and all support systems shall be mounted on a steel, wheeled trailer with a minimum capacity of 2,600 pounds [1 ,180 kilograms]. .-, . .., . .., . .., . ...., . ...., (b) The trailer shall be equipped with class-A lights, . using a plug adaptor. ..., (c) The trailer shall be equipped with adjustable outrigger leveling pads (screw-type), one on each of the four frame corners. (d) The trailer shall be designed to be set up at the site with its own chassis and outriggers, without being hitched to a vehicle. (e) The trailer shall be equipped with fenders over the tires and shall be made from heavy-duty metal sufficient to allow a person to stand and operate or perform maintenance on the unit. (f) The trailer shall meet all equipment specifications set forth in Chapter 316 of the Florida Statutes, and by such rule, regulation or code that may be adopted by the Department of Highway Safety and Motor Vehicles. (2) Truck mounted unit: (a) The truck-mounted assembly shall be designed to fit on a 1/2 ton or greater duty truck. (b) The unit shall be self-contained with its own power supply, controls, raising and lowering device and shall be capable of being operated by one person. ,., . . ..., . r, . ..... . ...., (c) The unit shall be secured in the vehicle for normal . operation. ..., 990-3.4.5 Other Requirements: Meet the following: (a) The portable arrow board assembly shall be designed to function in dry, wet, hot or cold weather (ambient temperature ranges from -30 to 1650F [-35 to 780C]. Other environmental requirements shall be as specified in Section 615. (b) The controller shall not be affected by mobile radio, or any other . ..., radio transmissions. . ...., (c) An operator's manual shall be furnished with each unit. (d) The manufacturer's name and FDOT approval number shall be affixed on the equipment. (e) The arrow board shall be listed on the QPL. . ..., . .., 09/09 01000-202 03-4122.F - .., . ..., ..., 990-4 Portable Changeable (Variable) Message Signs. 990-4.1 Scope. All Portable Changeable Message Signs (PCMS's) must meet the physical display and operational requirements as described in the MUTCD. Manufacturers seeking approval for their PCMS shall provide a working sample to be evaluated in accordance with these Specifications and certify that the unit meets all requirements specified herein. Permanent installations can be used but will be evaluated for each specific project or installation. These standards shall include but not be limited to the following: 990-4.2 Display Panel and Housing: (a) The display housing assembly shall be weather-tight to protect the panel from the elements. (b) All nuts, bolts, washers and other fasteners shall be of a corrosive resistant material. (c) The message matrix panel background and frame for the changeable message assembly shall be painted flat black (must meet Federal Specification TT-E-489). (d) Servicing of all message matrix panel components shall be accomplished from the front of the message matrix panel. (e) Each message matrix panel shall provide a glare screen for each message line to aid against sun glare for non-reflecting type signs. (f) The display panel, when raised in the upright position, will have a minimum height of 7 feet [2.1 m] from the bottom of the panel to the ground. (g) The unit shall have an accessible mechanism to easily raise and lower the display assembly. A locking device shall also be provided to ensure the display panel will remain in the raised or lowered position. 990-4.3 Message Matrix: (a) The overall dimensions of the 7 foot by 10 foot [2.1 by 3 m] PCMS message matrix panel shall be a maximum height of 7 feet [2.1 m] by a maximum width of 10 feet [3.0 m]. The overall dimensions of the 5 feet by 8 feet [1.5 by 2.4 m] PCMS message matrix panel shall have a maximum height of 5 foot by a maximum width of 8 foot [1.5 by 2.4 m]. (b) The message matrix panel shall contain three separate lines. Each line shall consist of eight characters, equally spaced a minimum of 3 inches [75 mm]. Each character shall contain 35 pixels in a five by seven horizontal to vertical grid arrangement. (c) Each message line of the 7 foot by 10 foot [2.1 by 3 m] PCMS shall provide for characters 13 inches [330 mm] in width by 18 inches [457 mm] in height and variable graphic and symbol sizes to a minimum of 18 inches [457 mm] in height. The 5 foot by 8 foot [1.5 by 2.4 m] PCMS shall provide for characters 9 inches [229 mm] in width by 1 2 inches [305 mm] in height and variable graphic and symbol sizes to a minimum of 12 inches [305 mm] in height. (d) For flip disk matrix signs, the disk elements shall be coated on the display side with a highly reflective florescent yellow Mylar material, and on the back with a flat black to blend in with the flat black background. (e) Similar components shall be interchangeable. 990-4.4 Electrical System: 990-4.4.1 Diesel Engine: Meet the following: (a) The power supply and electrical system shall be self-contained . .., . M . r--. . 1"'" . ,.., . f"1 . .., . .... . ,.., . ..., . .., . . .., . .., . .., . within the unit. ...., . 09/09 01000-203 03-41 22.F ..., . '"""I . - . (b) The power source furnished shall be of sufficient size so as to provide the required maximum load energy plus 25 %. (c) The electrical system shall meet the National Electrical Code where ,.., . applicable. (d) A lightning protection device shall be provided for stationary .., equipment. .., (e) The engine shall have an electrical starting system. (f) A backup power system shall be provided that will operate the unit for a minimum of three hours automatically when the motor driven generator fails to operate. (g) An automatic charging system to recharge the starting and backup power supply batteries, when the generator is operating. (h) The engine shall be supplied with an ammeter and the generator shall be supplied with a voltmeter showing voltage to the sign assembly. For solar powered units the following shall apply: (a) The photovoltaic unit of the 7 foot by 10 foot [2.1 by 3 m] PCMS shall be designed to provide 21 days of continuous operation without sunlight with a minimum of on site maintenance. The photovoltaic unit of the 5 foot by 8 foot [1.5 by 2.4 m] PCMS shall be designed to provide 12 days of continuous operation without sunlight with a minimum of on site maintenance. (b) Automatic recharging of power supply batteries shall be . ,., . .., . . f""1 . ., . .., provided. 990-4.5 Battery Life Test: (a) The battery shall be equipped with a battery controller to prevent overcharging and over-discharging. An external battery level indicator shall be provided. (b) The battery, controller, and power panel shall be designed to be protected from the elements and vandalism. 990-4.6 Controller: (a) Controller and control panel shall be housed in a weather, dust, and vandal proof lockable cabinet. (b) The keyboard shall be equipped with a security lockout feature to prevent unauthorized use of the controller. (c) The controller shall be solid state in design and function. (d) The control panel shall display a representative message that will be displayed on the sign panel. (e) The flash rate shall be adjustable in the sign controller from one to ten .., . n . ~ . . .., .., seconds. 990-4.7 Operation and Performance: (a) The message shall be displayed in upper case except when lower case is project specific and is allowed by the MUTCD. (b) The message matrix panel shall be visible from 1/2 mile [0.8 km] and legible from a distance of 650 feet [200 m] under both day and night conditions. Under variable light level conditions the sign shall automatically adjust it's light source so as to meet the 650 feet [200 m] visibility requirement. The message panel shall have adjustable display rates, so that the entire message can be read at least twice at the posted speed. (c) The control panel shall have the capability to store a minimum 50 pre- programmed messages. . . ..., . r, . . , . .., 09/09 01000-204 03-4122.F . ...., . ., ..., (d) The controller in the control panel shall be able to remember messages during non-powered conditions. (e) The controller shall allow the operator to generate additional messages on site via the keyboard. (f) For a PCMS using Flip-Disk technology, the controller shall have the capability to provide a stipulated default message upon loss of controller function. (g) All messages shall be flashed or sequenced. In the sequence mode, the controller shall have the capability to sequence three line messages during one cycle. . ..., . . .... . 990-5 Removable Tape. 990-5.1 Composition: The pavement stripes and markings shall consist of high quality plastic materials, pigments, and glass spheres or other retroreflective materials uniformly distributed throughout their cross-sectional area, with a reflective layer of spheres or other retroreflective material embedded in the top surface. No foil type materials shall be allowed. 990-5.2 Skid Resistance: The surface of the stripes and markings shall provide a minimum skid resistance value of 35 BPN (British Pendulum Number) when tested according to ASTM E 303. Bike lane symbols and pedestrian crosswalks shall provide a minimum skid resistance value of 55 BPN. 990-5.3 Thickness: The Qualified Products List will list the specified thickness of each approved product. 990-5.4 Durability and Wear Resistance: When properly applied, the material shall provide neat, durable stripes and markings. The materials shall provide a cushioned resilient substrate that reduces sphere crushing and loss. The film shall be weather resistant and, through normal wear, shall show no significant tearing, rollback or other signs of poor adhesion. Durability is the measured percent of pavement marking material completely removed from the pavement. The pavement marking material line loss must not exceed 5.0% of surface area. 990-5.5 Conformability and Resealing: The stripes and markings shall be capable of conforming to pavement contours, breaks and faults under traffic at pavement temperatures recommended by the manufacturer. The film shall be capable of use for patching worn areas of the same types of film in accordance with the manufacturer's recommendations. 990-5.6 Tensile Strength: The stripes and markings shall have a minimum tensile strength of 40 psi [275 kPa] when tested according to ASTM 0 638. A rectangular test specimen 6 by 1 by 0.05 [150 by 25 by 1.5 mm] minimum thickness shall be tested at a temperature range of 40 to 800F [21 to 2JDC] using a jaw speed of 0.25 inch/min [6 mm/min] . 990-5.7 Elongation: The stripes and markings shall have a minimum elongation of 25% when tested in accordance with ASTM 0 638. 990-5.8 Plastic Pull test: The stripes and markings shall support a dead weight of 4 Ib [1.8 kg] for not less than five minutes at a temperature range of 70 to 800F [21 to 270C]. Rectangular test specimen size shall be 6 by 1 by 0.05 inch [150 by 25 by 1.5 mm] minimum thickness. 990-5.9 Adhesive: Precoat removable tape with a pressure sensitive adhesive capable of being affixed to asphalt concrete and portland cement concrete pavement surfaces without the use of heat, solvents, and other additional adhesives or activators. Use an adhesive that exhibits excellent sheer characteristics and minimal tensile .... . r"\ . r"1 . ..., . .., . M . n . ,.., . -, . ..., . ,.., . ,.., . r-I . ,.., 09/09 01000-205 03-4122.F . ..., . -. ..., characteristics. Ensure that the adhesive does not require a protective liner when the removable tape is in rolled form for shipment. Ensure that the adhesive is capable of temporarily bonding to the roadway pavement at temperatures of 500F [1 OOC] and the above without pick-up distortion by vehicular traffic. 990-5.10 Color: Meet the requirements of 971-1 .7. - . ..., .., 990-6 Work Zone Raised Pavement Markers. Ensure that Work Zone Raised Pavement Markers (WZRPM's) meet the requirement of 970-1.2.1 and are certified as meeting the following except for Class E markers as noted below: (1) Composition: Use markers made of plastic, ceramic or other durable materials. Markers with studs or mechanical attachments will not be allowed. (2) Dimensions: Marker minimum and maximum surface dimensions is based on an x and y axis where the y dimension is the axis parallel to the centerline and the x axis is 90 degrees to y. Class E markers shall be 4 inch [100 mm] (W) by 2 inch [50 mm] (H) by 1 inch [25 mm] (D). The x and y dimension of Class 0 markers shall be a maximum of 5 inches [125 mm]. The x dimension shall be a minimum of 4 inches [100 mm] and the minimum y dimension will be 2.25 inches [57 mm]. Ensure that the maximum installed height of Class 0 markers is 1 inch [25 mm]. Ensure that the maximum installed height of Class E markers is 2 inches [50 mm]. Use Class 0 markers having a minimum reflective face surface of 0.35 inz [225 mmz]. Use Class E markers having a minimum reflective surface area of 1 inz [645 mmz]. Ensure that after installation, the marker's reflective face is completely visible and above the pavement surface measured from a line even with the pavement perpendicular to the face of the marker. (3) Optical Performance: Ensure that the specific intensity of each white reflecting surface at 0.2 degrees observation angle is at least the following when the incident light is parallel to the base of the marker: . ,.., . .., . . ..., . .., . ~ . .., . ,., . Horizontal Entrance Angle Specific Intensity o deqrees 3 20 degrees 1.2 . ..., ..., For yellow reflectors, the specific intensity shall be 60% of the value for white. . . For red reflectors, the specific intensity shall be 25 % of the value for white. Reflectivity of all (WZRPM's) shall not be less than 0.2 Specific Intensity (SI) any time after installation. (4) Strength requirements: Markers shall support a load of 5,000 pounds [20 kN]. Three markers per lot or shipment will be randomly selected for a test. Position the marker base down between the flat parallel platens of a compression testing machine. Place on top of the marker a flat piece of 65 durometer rubber 6 by 6 by .0.375 inch [150 by 150 by 9.5 mm] centered on the marker. Apply the compressive load through the rubber to the top of the marker at a rate of 0.2 in/s [0.085 mm/s]. .-. . .-. . r., ..... . r-. 09/09 01000-206 03-4122.F . .., . ..., , Either cracking or significant deformation of the marker at any load less than 5,000 pounds [20 kN] will constitute failure. (5) Adhesion: Use bituminous adhesive materials recommended by the marker manufacturer for bonding the markers to the pavement. The adhesive used shall be one of the products included on the QPL. (6) Removability: Ensure that the pavement marker is removable from asphalt pavement and portland cement concrete pavement intact or in substantially large pieces, either manually or by mechanical devices at temperatures above 400F [40Cl, and without the use of heat, grinding or blasting. (7) Replacement Requirements: Replace markers any time after installation when more than two markers in a skip, or more than three consecutive markers on an edgeline are missing at no expense to the Department. Replace all failed markers in a timely manner as directed by the Engineer. . ..., . 1""1 . ., . . . 990-7 Temporary Glare Screen. 990-7.1 Design and Installation: Meet the following requirements: (a) Glare screen units shall be manufactured in lengths such that when installed the joint between anyone modular unit will not span barrier sections. Color shall be green, similar to Federal Color Standard 595-34227. (b) Blades, rails and/or posts shall be manufactured from polyethylene, fiberglass, plastic, polyester or polystyrene, and be ultraviolet stabilized and inert to all normal atmospheric conditions and temperature ranges found in Florida. (c) For paddle type designs, the blade width shall not be more than 9 inches [225 mm]. Blades or screen for individual or modular systems shall be 24 to 30 inches [600 to 750 mm] high and capable of being locked down at an angle and spacing to provide a cut-off angle not less than 20 degrees. (d) For glare screen mounted on temporary barrier wall, a strip (6 by 12 inches) [(150 by 300 mm)] of reflective sheeting as specified in 994-2 shall be placed on a panel, centered in each barrier section (at a spacing not to exceed 15 feet [4.5 m]) and positioned in such a manner as to permit total right angle observation by parallel traffic. When glare screen is utilized on temporary concrete barriers, warning lights will not be required. (e) Prior to approval an impact test shall be performed by the manufacturer to verify the safety performance of the proposed system. The minimum impact strength of the posts, blades, rail and the barrier attachment design shall be sufficient to prevent the unit from separating from the barrier when impacted by a 3 inches [88.9 mm] outside diameter steel pipe traveling at 30 mph [48 km/h] and impacting mid-height on the glare screen assembly. (f) All hardware shall be galvanized in accordance with ASTM A 123 or stainless steel in accordance with AISI 302/305. Alternative designs for temporary glare screen may be submitted as a Value Engineering Change Proposal (VECP) in accordance with 4-3.9. 990-7.2 Certification: Furnish certified test reports including all applicable test methods stating that the materials comply with the requirements of this specification. 990-7.3 Qualified Products List: Manufactured glare screen systems may be modular or individual units listed on the QPL. r"1 . .., . ., . 1""1 . M . ..., . ..., . ., . 1""1 . 1""1 M . ..., . ., 09/09 01000-207 03-4122.F . ., . ,., . r-, . .., . II . ..... . r"1 . 11 . ..., . .., . r., . ..., . r"1 . ..., . -, . ,.., . ..., . .., . ...., . 990-8 Portable Regulatory Signs. 990-8.1 Sign Panel Assembly: The sign panel assembly shall consist of two regulatory signs as shown in the Design Standards, Index No. 600, intended to notify oncoming traffic that workers are present. The sign panel assembly shall meet the following minimum physical requirements: (1) all nuts, bolts, washers, and other fasteners shall be of corrosion resistant material. (2) the sign panel shall fold down and be pinned in place for towing. Maximum travel height shall be 80 inches [2 m]. (3) construct the sign panel and light housing to allow the unit to be operated in the displayed position at speeds of 30 mph [48 km/h]. Design the sign panel assembly to withstand transport speeds of 65 mph [105 km/h]. Transport the assembly in the down position. (4) construct the sign panel such that, when in the raised position, the sign panel will have a height of seven feet [2.1 m] from the bottom of the lowest panel to the ground, in accordance with the MUTCD. (5) provide the unit with a mechanism to raise and lower the sign panel. Provide the unit with a device to lock the sign panel in the raised and lowered position. 990-8.2 Flashing Lights: Provide a pair of hooded PAR 46 L.E.D. advance warning flashing lamps on each side of the top of the sign panel. These lamps shall be visible day or night at a distance of one mile [1.6 km] with a flash rate of approximately 55 flashes "per minute. The lamp lens should be at least 5 3/4 inches [145 mm] in diameter. Smaller diameter lens are permissible if they provide an equivalent or greater brightness indication and meet the legibility criteria above. The color of the light emitted shall be in accordance with the MUTCD. For solar powered units, the bulbs shall provide a 350 candlepower intensity for day use and an automatic reduction or dimming capacity for night use. The dimmed night operation shall provide adequate indication without excessive glare. 990-8.3 Electrical System: The unit shall provide automatic recharging of power supply batteries to normal operating levels. Solar array recovery time shall be accomplished in a maximum of three hours. 990-8.4 Battery Life: The photovoltaic unit shall be able to operate from a full battery charge without sunlight for a period of not less than ten days. The battery shall be equipped with a controller to prevent overcharging and over-discharging. An external battery level indicator shall be provided. The battery, controller and power panel shall be designed for protection from the elements and vandalism. 990-8.5 Controller: The controller and control panel shall be housed in a weather, dust and vandal resistant lockable cabinet. The controller shall be solid-state in design and function. 990-8.6 Trailer Mounted Unit: The trailer shall be equipped with Class-A lights, using a plug adapter. The trailer shall be equipped with adjustable outrigger leveling pads (screw type), one on each of the four frame corners. The trailer shall be designed to be set up at the site with its own chassis and outriggers, without being hitched to a vehicle. The trailer shall be equipped with fenders over the tires and shall be made from heavy-duty metal sufficient to allow a person to stand and operate or perform maintenance on the unit. The trailer shall meet all equipment specifications set forth in Chapter 316 of the Florida Statutes, and by such rule, regulation or code adopted by the Florida Department of 09/09 01000-208 03-4122.F 0-' - ., . Highway Safety and Motor Vehicles. The trailer shall be painted Omaha orange, Federal Standard 595-B, Number 12243. -. . 990-9 Radar Speed Display Unit. 990-9.1 Display Unit Panel and Housing: The Display Unit Panel and Housing shall meet the following physical requirements as a minimum: (1) Use Corrosion resistant nuts, bolts, washers, and other fasteners for . .., assembly. .., (2) Paint the panel background and frame with a flat black paint meeting Federal Specification TT-E-489. (3) Cover the panel with a polycarbonate, non-glare face having a ultra-violet inhibitor to protect from fading and yellowing. (4) Construct the Display Unit panel support structure such that it may be raised and lowered, and when raised to the upright position, the maximum height to the top of the panel from the ground is 8 feet [2.4 m]. (5) Provide capability to mount a 24 by 30 inches [610 by 760 mm] regulatory sign with interchangeable numbers showing the posted speed limit above the message display. (6) Provide legend "YOUR SPEED" either above or below the message display. 990-9.2 Message Display: The message Display shall meet the following physical requirements as a minimum: (1) Provide a bright LED, two digit speed display on a flat black background with bright yellow LEOs. (2) Each digit shall contain either a seven-segment layout or matrix-style design. Each digit shall measure a minimum 18 inches [457 mm] in height. (3) Speed display shall be visible from a distance of at least 1/2 mile [805 m] and legible from a distance of at least 650 feet [198 m] under both day and night conditions. (4) Display shall adjust for day and night operation automatically with a photocell. 990-9.3 Electrical System: Provide solar powered units meeting the following criteria: (1) The battery shall be equipped with a battery controller to prevent over- charging and over-discharging, and an external battery level indicator. (2) The unit shall provide for automatic recharging of power supply. (3) The unit shall provide ten days of continuous operation without sunlight. (4) The battery, controller, and power panel shall be designed to be protected from the elements and vandalism. 990-9.4 Radar: The radar unit shall not be affected by normal radio transmissions and meet the following physical requirements as a minimum: (1) Approach-Only sensor. (2) Equipped with a low power K-Band transmitter. (3) Part 90 FCC acceptance, 3 amps, 10.8 to 16.6 vdc. Fuse and reverse polarity protected. (4) Range of 1,000 feet [305 m] for mid-size vehicle, capable of accurately sensing speeds of 10 to 99 mph [16 to 159 km] with over speed function that operates when a vehicle approaches over the posted speed limit. ,.., . r-, . ., . .., . ,.., . ..... . ..... . ..., . ..., . ..... . " . ..., . I' . . ,.., 09/09 01000-209 03-4122.F . ...., . ...., .., . 990-9.5 Trailer Mounted Unit: Ensure the trailer meets the following: (1) The trailer shall be painted Omaha orange, Federal Standard 595-B, Number 12243. (2) The trailer shall be equipped with class-A lights, using a plug adaptor. (3) The trailer shall be equipped with adjustable outrigger leveling pads (screw-type), one on each of the four frame corners, designed to be set up at the site with its own chassis and outriggers, without being hitched to a vehicle. (4) The trailer shall be a see through design (no box designs) equipped with fenders over the tires and shall be made from heavy-duty metal sufficient to allow a person to stand and operate or perform maintenance on the unit. (5) The trailer shall meet all equipment specifications set forth In Chapter 316 of the Florida Statutes, and by such rule, regulation or code that may be adopted by the Department of Highway Safety and Motor Vehicles. 990-9.6 Traffic Counter: The unit shall be fitted with a device, which counts the number of vehicles passing the Radar Speed Display Unit. The counter device shall be capable of: (1) Digital readout of the number of vehicles passing the radar speed display . ..., . PI . ..., . .., . ..., unit. . (2) Digital readout of the number of vehicles exceeding the speed shown on the radar speed display unit. ,., -, 990-10 Safety Warning Transmitter. 990-10.1 General: Manufacturers providing the device described herein shall provide a certified test report to the Engineer indicating the device meets these specification requirements. 990-10.2 Output Frequency: (1) 24.1 GHz. (2) Maximum Output Power; 25 milliwatts per square meter at 3 meters. (3) Output Beam; 23 inches [.584 m] maximum vertical, 25 inches [.4 m] maximum horizontal beam width at 3dBC points, vertically polarized (if transmitter is horizontally mounted). (4) Input Power; + 11.0 to + 16.0 volts DC. Negative ground, maximum current 0.75 amperes, except initial surge maximum of 1.5 amperes. (5) Data Transmission; Either of two output messages selected depending upon speed of host vehicle relative to programmed threshold speed (stationary message and moving message). Capable of transmitting multiple advanced warning messages at least 2 miles. (6) Threshold Speed; 10 mph [16 km]. (7) Field Programmability; Output messages may be programmed by PC or terminal using optional accessory cable. . ..., . ..., . " . . ...., . -. . . 990-11 Temporary Traffic Control Signals. 990-11.1 General: Meet the physical display and operational requirements of conventional traffic signal described in the MUTCD for portable traffic signals. The standard includes but is not limited to the following: (1) Use signal heads having three 12 inches [305 mm] vehicular signal indications (Red, Yellow and Green). Ensure there are two signal heads for each direction of traffic. ..., . ..., - . , 09/09 01000-210 03-4122.F . ..... . ..., . (2) The traffic signal heads on this device will be approved by the Department. -, (3) Department approved traffic signal lamps will be installed in each section with the filament opening in an upright position. Other Department approved lighting sources will be installed in each section in accordance with the manufacturer's permanent directional marking(s), that is, an "Up Arrow", the word "UP" or "TOP," for correct indexing and orientation within a signal housing. (4) The masts supporting the traffic signal heads will be manufactured with the lowest point of the vehicular signal head as follows: (a) Eight feet [2.4 m] above finished grade at the point of their installation for "pedestal" type application or (b) Seventeen to 19 feet [5.2 to 5.8 m] above pavement grade at the center of roadway for "overhead" type application. (5) The yellow clearance interval will be programmed three seconds or more. Under no condition can the yellow clearance interval be manually controlled. It must be timed internally by the controller as per Department specifications. (6) The green interval must display a minimum of five seconds before being advanced to the yellow clearance interval. (7) The controller will allow for a variable all red clearance interval from 0 to 999 seconds. (8) Portable traffic control signals will be either manually controlled or traffic actuated. Indicator lights for monitoring the signal operation of each approach will be supplied and visible from within the work zone area. (9) When the portable traffic control signals are radio actuated the following ., . -, . -. . ,.., . .., . . ,., . ...., . will apply: I'" (a) The transmitter will be FCC Type accepted and not exceed 1 watt output per FCC, Part 90.17. The manufacturer must comply with all "Specific limitations" noted in FCC Part 90.17. (b) The Controller will force the traffic signal to display red toward the traffic approach in case of radio failure or interference. (10) The trailer and supports will be painted construction/maintenance orange enamel in accordance with the MUTCD color. (11) The device will meet NEMA environmental standard. The test report certified by an independent laboratory will be provided. (12) Ensure the certification number is engraved or labeled permanently on ,., . ..., . . ...., equipment. .... (13) Ensure the device has an external, visible, water resistant label with the following information: "Certification of this device by the Florida Department of Transportation allows for its use in Construction Zones Only." . . .., . ..., . ,.., . ..., 09/09 01000-211 03-4122.F . ,.., . ..., . .., . .., . ..., . .., . -. . ..., . r"'I . ,..., . ,..., . ,.., . -, . -. . ..., . ..., . ..., . ,..., . ,..., - 992 POLE CABLE DISTRIBUTION SYSTEM. (REV 2-3-05) (FA 2-9-05) (1-06) ARTICLE 992-12 (Pages 940-944) is deleted and the following substituted: 992-12 Pole Cable Distribution System. 992-12.1 Conductor Splices: Unless otherwise authorized by the Engineer, splices shall be made with split bolt connectors. The connector shall be sealed in silicone gel that easily peels away leaving a clean connection. The gel will be contained in a closure that when snapped around the split bolt will provide a waterproof connection without the use of tools or taping. This closure will be UV resistant, impact resistant and abrasion resistant. 992-12.2 General (Roadway Lighting): These requirements are applicable for all systems rated up to and including 600 V. The installed system shall be in compliance with the Design Standards, Index No. 17500, or as an alternate, shall meet the following requirements: A modular color coded cable system consisting of rubber cords with integrally molded watertight submergible connectors, inline fuses, submergible surge arrestor and breakaway connectors shall be installed. The cables shall extend from a underground junction box near the base of the pole to the luminaires at the top of the pole. A cable system shall be required at each pole. The cable system shall consist of the following described components: Distribution Block: The red molded body shall contain a three wire female outlet integrally molded to a 24 inch [600 mm] length of 12/3 SOWA cable with an end molded to the body and the other end shall be spliced in the field to the distribution cable that feeds through the underground junction box near the base of the pole. The block shall be watertight and submergible when the integrally fused plug on the power cable is engaged and fully seated. Dimensions shall be approximately 2 by 3 by 3 inches [50 by 75 by 75 mm]. The size is important because of limited space. Surge Arrestor Cable: Provide a 12 inch [300 mm] length of 10/2 SOW A cable with a red male plug to match the red female connector cable extending from the fused plug on the power cable. The other end of the surge arrestor cable shall be integrally molded to a MOV submergible surge arrestor. The red male plug shall make a submergible connection when mated to the red female connector on the power cable. Power Cable: This cable feeds the Luminaire Cable and the Surge Arrestor Cable from the load side of its integrally fused red male plug end. The red fused plug shall contain FNQ 10 amp 600 volt fuses (13/32 by 1 1/2 inch) [(10 by 40 mm)] or equal. A solid copper slug shall be installed on neutral side for line to neutral service. Both lines shall be fused for line to line service. The section that feeds the Luminaire Cable shall be a 10 foot [3 m] section of 14/3 SOW A cable with an orange female connector molded to the end extending up into the base of the pole. This female connector shall pass easily through a standard size 35 PVC elbow and make a submergible connection when mated with the orange male plug on the Luminaire Cable. The section that feeds the Surge Arrestor Cable shall be 12 inches [300 mm] in length of 10/2 SOW A cable with a red female connector on the end. The red female connector shall make a submergible connection when mated to the red male plug on the Surge Arrestor Cable. Luminaire Cable: This cable is a variable length of 14/3 SOW A cable with an orange male molded plug molded to match the orange female end of the Power 09/09 01000-212 03-4122.F ..., - ,., . ,.., . .., . , . .., . ,., . ., . , . ..., . " . ...., . ., . ...., . ,.., . ,.., . ,., . -, . , . Cable. The connector shall require 25 pounds [100 N] of force to mate or disengage from the female end. When engaged, the connection shall be watertight and submergible. The cable strain relief shall extend approximately 2 inches [50 mm] from the connector. The length of the cable shall be the length of the pole and support arm plus 5 feet [1.5 m]. The Distribution Block and each connector shall be made of thermosetting synthetic polymer which is non-flame supporting and which remains flexible over a temperature range of -40 to 1900F [-40 to 850C]. Hardness of the molded rubber shall be 65 durometer. 992-12.2.1 Testing and Performance Criteria: The system shall pass the following performance criteria in accordance with NEC 110 2: Dielectric Test - No breakdown shall occur with a test potential of 1,960 volts applied between the primary conductors (tied together) and the protective ground for a period of one minute. Leakage Current Test - Leakage current shall be measured on the mated connectors between the primary conductors and the protective ground conductor. When tested at the rated operating voltage, the leakage current shall not exceed 0.5 mA. The mated connectors shall then be wrapped in aluminum foil and the leakage current measured between the primary conductors and the foil wrap. When tested at the rated operating voltage, the leakage current shall not exceed 0.5 mA. Flame Retardant Test - Flammability tests shall be conducted on the cable, the molded body of the connectors, and the molded protective caps. These materials shall be subjected to five flame applications on for 15 seconds and off for 15 seconds. The materials shall self-extinguish within one minute upon removal of the flame and not burn through. Internal Temperature Test - The internal temperature rise of the contact area of the mated connectors shall not exceed a temperature rise of 540F [120C] referenced to 730F [230C] ambient temperature when operated at the maximum current rating. External Temperature Test - The external temperature rise of the mated connectors and cable shall not be greater than 540F [120C] referenced to 730F [230C] ambient temperature when operated at the maximum current rating. Fault Test - The mated connectors shall be fault tested by applying a test current of .1,000 amperes, 60 HZ, for a minimum of 3 cycles (50 ms). The mated connectors shall then satisfactorily pass the dielectric test. Drop Test - The connectors shall not break, crack or suffer other damage when subjected to eight consecutive drop tests from 3 feet [1 m] above the concrete floor with the connectors having been rotated 45 degrees between each drop. Crushing Test - No breakage or deformation shall result when the mated and unmated connectors are subjected to a crushing force of 500 pounds [2.2 kN] for one minute. Following the crush test, the dielectric test shall be satisfactorily passed. Impact Resistance Test - No breakage or deformation shall result when the connectors are subjected to an impact caused by dropping a cylindrical 10 pound [4.5 kg] weight having a flat face 2 inches [50 mm] in diameter from a height of 18 inches [450 mm]. Flex Test - No detachment or loosening shall result when each connector is subjected to a 5,000 cycle flex test at the cable/bond area back and forth in a plane through an angle of 180 degrees. Following the flex test the dielectric test shall be satisfactorily passed. 09/09 01000-213 03-4122.F ., . -, . No Load Endurance Test - No excessive wear shall result when the male and female connectors and protective cap and female connector were subjected to 2,000 cycles of complete insertion and withdrawal. Rain Test - The mated and capped connectors shall be subjected to a continuous water spray (simulating worst case outdoor rain down pour) for at least one hour at a rate of at least 18 inches [450 mm] per hour at an operating pressure of 5 psi [34 kPa]. The dielectric and leakage current tests shall be satisfactorily passed. The connectors shall be unmated and caps removed. Inspection shall indicate that water had been successfully prevented from reaching the contact areas of the connectors. Watertight (Immersion) Tests - The mated and capped connectors shall be immersed in water for one hour in which the highest point of the test samples is at least 3 feet [1 m] below the water level. Immediately following the immersion, a satisfactory dielectric and leakage current tests shall be performed. The connectors shall be unmated and caps removed. Inspection shall indicate that water had been successfully prevented from reaching the contact areas of the connectors. Exposure to Deteriorating Liquids - The cable and connectors shall be dried at 2120F [1 OOOC] for one hour. The samples shall then be immersed in ASTM Reference Oil No. I and ASTM Reference Fuel C liquids for one hour. The samples shall show no evidence of bubbling, cracking or corrosion. Within one hour after being removed from the fluids, the test samples shall satisfactorily pass the flammability test. 992-12.2.2 Qualified Products List: Pole Cable Distribution Systems installed as alternates to the Design Standards, Index No. 17500, shall be one of the products listed on the Qualified Products List. Manufacturers seeking evaluation of their product shall submit an application in accordance with Section 6. 992-12.3 General (Highmast Lighting): These requirements are applicable for all systems rated up to and including 600 V. A modular cable system consisting of rubber covered cables with watertight connectors, and surge arrestor shall be installed. The cables shall extend from an underground junction box near the base of the pole to the luminaires at the top of the pole. A cable system shall be required at each high mast pole. Power Cable: This cable shall be a 15 foot [4.6 m] section of 10/3 SOWA cable that is wired to the line side of the Circuit Breaker in the pole and the other end shall be spliced to the distribution cable that feeds through the underground junction box near the base of the pole. Circuit Breaker Cable: This cable is a 8 foot [2.4 m] length of 10/3 SOWA cable with no connector at the end that is fed from the load side of the circuit breaker and a female connector on the other end. This female connector shall mate with the male plug on the pole cable, the male flanged receptacle on the ring junction box, and also the male plug on the lowering hoist. Pole Cable: The length of this cable is the mounting height of the pole plus 6 feet [1.8 m]. The cable shall be 10/3 SOWA with a male plug on one end that mates with the connector on the circuit breaker cable. The other end fits under the lugs in junction box mounted on the fixture ring at the top of the pole. Junction Box Cable: This cable is a 3 foot [1 m] length of 10/3 SOWA cable with a female connector on one end that fits the male flanged receptacle on the ring mounted junction box. The other end shall fit under the same lugs as the pole cable. ..., . -, . ..., . ...., . .., . -. . .., . .., . ,..., . ..., . ,.., . -. . .., . -. . r, . .., . -. 09/09 01000-214 03-4122.F - ..., . -... . Junction Box Male Flanged Receptacle: This male flanged receptacle shall mate with the junction box cable. The back of the flanged receptacle shall be wired to the fixture bus in the junction box. The plugs, connectors and receptacles in the highmast system shall meet the requirements of NEMA 6 or IP 67. Surge Arrestor: The surge arrestor shall be installed in the circuit breaker ...... . ,.., . panel. ,., 992-12.4 General (Wall Mounted Lighting): These requirements are applicable for all bridge mounted and barrier wall mounted systems rated up to and including 600V. A cable system consisting of rubber covered cables, in-line fuses and a surge arrestor shall be installed. The cables shall extend from a junction box in the wall to the luminaire at the top of the pole. A 14/3 SOW A cable shall be spliced to the distribution cable in the junction box and feed in-line fuses and a surge arrestor located in the junction box. The fuses shall be FNQ 10 amp 600 volt fuses. A solid copper slug shall be installed on the neutral side for line to neutral service. Both lines shall be fused for line to line service. The surge arrestor shall be connected on the load side of the fuses. The cable shall continue to the luminaire at the top of the pole. .., . .., . . II . r-, 993 REFLECTOR UNITS FOR GUARDRAIL. (REV 9-21-04) (FA 11-18-04) (7-05) . .., . ARTICLE 993-5 (Page 947) is deleted and the following substituted: ., 993-5 Reflector Units for Guardrail and Concrete Barrier Wall. 993-5.1 General: Reflector units for use on guardrail and concrete barrier wall installations shall consist of a hermetically sealed acrylic plastic prismatic reflex reflector or retroreflective sheeting permanently adhered to 0.040 inch [1.0 mm] thick sheet aluminum of 6061-T6 (ASTM B 209) [(ASTM-B 209M)] prepared in accordance with recommendations of the sheeting manufacturer. 993-5.2 Reflector Element: 993-5.2.1 Acrylic Plastic: These reflectors shall be of acrylic plastic meeting the requirements of Federal Specification L-P-380, Type I, Class 3. The manufacturer shall stipulate the raw material used in the compound in order that the Department may readily check the suitability of the raw material. The reflector shall consist of a clear transparent, or translucent amber plastic face, herein referred to as the lens, with a heat sealable plastic coated metallic foil back fused to the lens under heat and pressure around the entire perimeters of the lens to form a unit permanently sealed against dust, water and water vapor. The reflector lens shall consist of a smooth front surface, free from projections or indentations and the necessary identification markings, and a rear surface having a prismatic configuration such that it will affect total internal reflection of light. When the reflectors are tested as specified in 993-1.3 for Type A Delineators, the specific intensity of the colorless reflectors shall not be less than 119 at o degree entrance angle and not less than 47 at 20 degree entrance angle, and the specific intensity of the amber reflectors shall be not less than 71 at 0 degree entrance angle and not less than 28 at 20 degree entrance angle. ..., . ..., . ..... . ,..., . ., . ...., . . -, . r""1 09/09 01000-215 03-4122.F . .., . r"'O . 993-5.2.2 Retroreflective Sheeting: Retroreflective sheeting for these reflector units shall be Type III, IV, V, or VII meeting the requirements of Section 994. The sheeting shall be yellow or white, depending on the locations of use for each. The minimum reflective surface area of the marker shall be 9 inchz [5,805 mmz]. The adhesive backing for these markers shall be Class I. 993-5.3 Installation: Markers shall be installed at locations identified in the plans and in accordance with the Design Standards, Index Nos. 400 and 410. ,., . ..., . r'"J . 994 RETROREFLECTIVE AND NONREFLECTIVE SIGN SHEETING. (REV 5-18-05) (FA 6-29-05) (1-06) .., . ARTICLE 994-3 (Pages 948 and 949) is deleted and the following substituted: ,..., 994-3 Physical Requirements. 994-3.1 Testing: The retroreflective sheeting shall be tested in accordance with ASTM 04956 and the Florida Test Method for retroreflective and nonreflective sheeting, FM 5-571. For retroreflectivity, the sheeting materials shall meet the minimum requirements as stated for 0.2 degree and 0.5 degree observation angles in ASTM 04956. Evaluation of test samples shall be field tested in accordance with FM 5-571 for each color. 994-3.2 Retroreflective Intensity: The retroreflective sheeting shall meet the requirements in ASTM 04956 for the overall performance of each property listed. In addition to minimum coefficients of retroreflection listed in ASTM 04956, fluorescent yellow-green sheeting shall have a minimum coefficient of retroreflection of 200 at 0.2 /-4, 100 at 0.2 /30, 80 at 0.5 /-4 and 45 at 0.5 /30 (observation angle/entrance angle) for ASTM 04956 Tables 4, 6, 7 and 8. Type VII requirements are listed in Table 13 below. 994-3.3 Color: The retroreflective and nonreflective sheeting or film shall have the same daytime and nighttime color when viewed by reflective light regardless of type classification. The diffused color of the retroreflective s~eeting, through instrumental color testing, shall conform to the requirements of ASTM 04956. In addition to ASTM 04956 Table 13, the fluorescent orange, fluorescent yellow-green and fluorescent pink colors shall meet the following x, y chromaticity coordinates: , . .., . . ..., . ,..., . r"l . ., . Fluorescent 1 2 3 4 Yellow/Green x .387 .368 .421 .460 y .610 .539 .486 .540 Orange x .583 .535 .595 .645 y .416 .400 .351 .355 ..., . ..., . r"l . Fluorescent Pink 1 2 3 4 X .450 .590 .644 .536 Y .270 .350 .290 .230 r'"J . ..., . , 09/09 01000-216 03-4122.F . -. . """' - The daytime luminance for fluorescent orange, fluorescent yellow-green and fluorescent pink sheeting shall have a luminance factor of 25 minimum, 60 minimum and 25 minimum respectively, in addition to ASTM 04956 Table 9. 994-3.3.1 Accelerated Outdoor Test: The retroreflective and nonreflective materials shall meet the ASTM D4956 weathering requirements for performance. Retroreflective materials shall meet the minimum coefficient of retroreflection as listed in Table 11 in accordance with FM 5-571. 994-3.4 Adhesive Backing: 994-3.4.1 General: The adhesive backing of the retroreflective and nonreflective sheeting or film shall be either Class 1, Class 2 or Class 5 per ASTM 0956, Section 4.3. The retroreflective and nonreflective sheeting or film, after application, shall tightly adhere to the application surface and show no discoloration, cracking, crazing, blistering or dimensional change. 994-3.4.2 Protective Liner: The protective liner over the adhesive backing shall be removable from the adhesive backing by peeling without soaking in water or other solvents and without breaking, tearing or removing any adhesive from the adhesive backing in accordance with ASTM 04956, Section 7.10. 994-3.5 Film: The exterior film of the sheeting shall be a flexible, smooth-surfaced, moisture resisting material and shall have sufficient strength and flexibility to be easily handled, cut to shape, processed and applied without stretching, tearing, or other damage. In addition, retroreflective sheeting shall have a transparent exterior film. i 994-3.6 Tensile Strength: The retroreflective and nonreflective sheeting or film shall have a minimum tensile strength of five pounds-force so that the sheeting can be handled, processed and applied without damage to sheeting. The tensile strength shall be tested in accordance with ASTM 0882. 994-3.7 Physical Properties: The retroreflective and nonreflective sheeting or film material shall meet the ASTM D956 minimum requirements for specular gloss, shrinkage and flexibility. 994-3.8 Workability: The retroreflective and nonreflective sheeting or film shall permit preapplication handling, positioning, cutting by hand or die machine and oven drying. In addition, retroreflective sheeting shall permit color processing. 994-3.9 Chemical Resistance: The retroreflective and nonreflective sheeting or film shall be chemically resistant so as to permit cleaning with naphtha and mineral spirits, turpentine, mild soaps, detergents and alcohol. 994-3.10 Color Processibility: The retroreflective sheeting shall permit color processing with compatible transparent and opaque process inks as approved by the sheeting manufacturer and listed on the QPL. ....., . ,., . r-, . ,.., . ..., . .., . ,., . ..., . .., . ., . ..., . .... . ....., Table 13 Type VII Sheeting Minimum Coefficient of Retroreflection (cd/(Foot-candle ftz)) [(cd/((1 x mz))] Observation/Entrance White Yellow Red Orange Blue Green Brown Fluorescent Fluorescer Angle (degree) Orange Yellow 0.2/-4 380 304 95 250 19 38 19 180 220 0.5/-4 250 195 55 100 12 25 8 60 145 0.2/30 220 176 48 110 11 22 9 85 125 0.5/30 135 105 30 50 7 14 3 33 75 . ,., . ,.., . r-o . ..., 09/09 01000-217 03-4122.F . .-, . ..., . .., . 'I . ,....., . ., . 1""'1 . r, . ,., . 'I . .., . .., . r"'1 . .., . ., . ..., . ,., . .., . ..., . I Note: Tables 1-12 are found in ASTM 04956 Type VI Sheeting Minimum Coefficient of Retroreflection (cd/Foot-candle ftz)) [(cd/Ix mz))] Observation/Entrance Angle Fluorescent Pink (degree) 0.2/-4 160 0.5/-4 100 0.2/30 100 0.5/30 40 ARTICLE 994-7 (Pages 950 and 951) is deleted and the following substituted: 994- 7 Certification. For permanently installed signs, the Contractor shall be required to furnish to the Engineer one certified test report from the sheeting manufacturer documenting that the retroreflective sheeting meets the requirements of this Section. The certified test report shall include test results for retroreflectivity, color, adhesive backing properties, film description, tensile strength, specular gloss, shrinkage, flexibility and chemical resistivity. The certified test report shall affirm the product meets all the requirements specified. If test results indicate significant inconsistencies in material properties, new qualification tests and/or comparison with original infrared spectroscopic values may be required. Each certification shall cover only one type of retroreflective or non reflective sheeting or film. The certification shall meet the requirements in Section 6. Due to the wide range of applications of the products within some types, the certification shall additionally state that this product is recommended for use on this specified project. Certification shall not be required for signs used in the work zone. TECHNICAL SPECIAL PROVISIONS. The following Technical Special Provisions are individually signed and sealed but are included as part of this Specifications Package. 09/09 01000-218 03-4122.F