4-11 Sectio N 406 – Bituminou S Concret E Pavement
406.0 1 DESCRIPTION . This work shall consist of constructing one or more courses of Superpave bituminous concrete pavement on a prepared foundation in accordance with these specifications and in conformance with the lines, grades, thicknesses, and typical cross -sections shown on the Plans or established by the Engineer. The Agency will accept this work under quality assurance provisions, in accordance with these specifications and the provisions of AASHTO M 323 except where otherwise noted in Section 702 , Section 704, Section 716 , and the Agency’s Bitumi nous Concrete Policy Manual . 406.0 2 MATERIALS . Materials shall meet the requirements of the following subsections: Performance -Graded Asphalt Binder ................................ ................................ ......... 702.01 Emulsified Asphalt ................................ ................................ ................................ .....702.02 Warm -Mix Asphalt Technologies ................................ ................................ .............. 702.03 Anti-Strip Additives ................................ ................................ ................................ ...702.04 Aggregate for Bituminous Concrete Mixtures ................................ ........................... 704.10 Recycled Asphalt Materials ................................ ................................ ....................... 704.2 2 General Bituminous Concrete Mixture Design Requirements ................................ ..716.02(a) Superpave Mixtures ................................ ................................ ................................ ...716.02(b) Bituminous Mixing Plant and Laboratory ................................ ................................ .716.03 Preparing and Mixing Bituminous Concrete Mixtures ................................ .............. 716.04 406.0 3 AGENC Y MATERIA L EVALUATION . Material evaluation and acceptance by the Agency will follow the procedures outlined in this subsection for the applicable quality assurance tier and Contract item. Acceptance sampling of bituminous materials by the Agency will be on a statistically random basis in accordance with the specified requirements, and the material will be evaluated for acceptance based on the results of these tests. Contractor quality control samples will not be used to evaluate, accept, reject, or determine pay factors for any material. Material may be sampled at either the production facility or on the project site and may be tested at either the production facility ’s qualified laboratory or at the Agency’s Mate rials Testing and Certification Section Central Laboratory .
a.General Requirements .
1.Control of the Mixture . The actual mixture produced shall not vary from the job mix formula target values by more than production tolerances specified in Table 406.03A . For the purposes of verification sampling, the tolerances in Table 406.03A will be considered the specificati on limits for an individual sample. Continued production outside these ranges will be grounds to halt production and revoke the mix design.
4-12 Table 406.03a – Mixture Production Tolerances for All Qa Tiers
Material Property Lower Mixture Tolerance Upper Mix ture Tolerance Coarse aggregate, percent passing the No. 4 (4.75 mm) or larger sieves (dry sieve) JMF – 6% JMF + 6% Fine aggregate, percent passing the No. 8 (2.36 mm) sieve through the No. 100 (0.150 mm) sieve (dry sieve) JMF – 4% JMF + 4% Fines , percent passing the No. 200 (0.075 mm) sieve (dry sieve) JMF – 1% JMF + 1% Mixture temperature 1 JMF – 20°F JMF + 20°F Air voids JMF – 1.0% JMF + 1.0% Dust proportion ( Type IS and Type IIS ) 0.50 1.20 Dust proportion ( Type IIIS , Type IVS , and Type IVSB ) 0.50 1.00 Voids in mineral aggregate JMF – 1.0% JMF + 1.0% Asphalt binder content JMF – 0.4% JMF + 0.4% 1 The m ixture temperatures shall not exceed 355°F.
2.Quality Assurance Tiers . The Agency will use a tiered approach to evaluate bituminous concrete material . The applicable QA tier for each mix type will be as specified on the Plans. If not specified on the Plans, the QA tier shall be based on the quantity of each mix type as specified in Table 406.03B . The Contract ma y specify mix produced under more than one QA tier, based on quantity. Sampling, testing, and evaluation by the Agency for the Contract will be in accordance with the criteria specified for each QA tier. Bituminous concrete pavement surface preparation an d non -paver placed bituminous concrete pavement paid separately are not subject to the requirements of any QA tier. TABLE 406.03B – QUALITY ASSURANCE TIER BY QUANTITY OF MIX Quality Assurance Tier Contract Quantity (Q) of Mix Type (tons) QA Tier I Q ≥ 3,000 QA Tier II 3,000 > Q ≥ 1,500 QA Tier III Q < 1,500
4-13 (3) Lots and Sublots . Sampling will be conducted using stratified random sampling on a lot
and sublot basis for the applicable QA tiers. Standard lot and sublot sizes are specified for each QA tier and criteria. Adjustments to the lot and sublot size may be made by the Engine er. If the number of sublots in the final resultant partial lot is greater than or equal to the minimum number specified in the applicable table, then the final resultant partial lot will be processed as a full lot. If the number of sublots is less than the specified minimum, then the final resultant partial lot will be combined with the previous lot. The final sublot of a partial lot will consist of the quantity of material required to complete the partial lot.
4.Evaluation Methods . Material produced u nder this specification will be sampled and tested in accordance with the requirements of the applicable QA tier. The Agency will evaluate compliance based on the methods below.
a.Percent Within Limits Method . Detailed documentation on the PWL method is available in the Agency’s Bituminous Concrete Policy Manual . Properties which are to be evaluated using the PWL method will be sampled once per sublot. The PWL for the lot will then be calculated from those sublot test results to determine if the lot of material is in compliance with the specification requirements.
b.Single Test Departure Method . The single test departure (STD) method is a procedure that uses individual test results to determine the magnitude of departure from the specification limits. Properties which are to be evaluated using the STD method will be sampled once per lot. The test result from that one sample will be evaluated independentl y of all other samples to determine if the lot of material is in compliance with the specification requirements. The departure will be calculated using the equation below . 𝐷=1−|𝑇𝑅−𝐽𝑀𝐹 | where: D = Single test departure of the sample TR = Sample test result JMF = Job mix formula target value
4-14 c. Average Method . The average method is a procedure for estimating the overall
compliance with a specification based on the average value of a property. The average value of the property for the entire lot will be used to evaluate the quality of the material.
5.Types of Criteria . Every material property identified for each QA tier has been designated as being an acceptance or quality criteria. These criteria will be used by the Agency as descri bed below.
a.Acceptance Criteria . Acceptance criteria will be used to determine the acceptability of an entire lot of material. The material will be evaluated following the completion of the lot. No consideration will be given to results from adjacent lots, and sublots will not be conside red independently. The Engineer will evaluate all designated acceptance criteria separately and determine whether the material is compliant or non -compliant with each criterion. If the PWL or STD, as applicable, equals or exceeds the rejectable quality level (RQL), the material will be deemed compliant. If the PWL or STD is less than the RQL, the material will be deemed non -compliant. If the material is compliant with each and every designated acceptance criteria, then the lot will be deemed acc eptable material as described in Subsection 406.03(a)( 6)a. If the material is non -compliant with one or more designated acceptance criteria, then the lot will be deemed rejectable material as described in Subsection 406.03(a)( 6)b.
b.Quality Criteria . Quality criteria will be used to determine closeness to the desired target of an entire lot of material. This is only applicable to material which has already been accepted based on the designated acceptance criteria. Material will not be accepted or rejected based on quality criteria. The material will be evaluated following the completion of the lot. The Engineer will calculate pay factors for the material, as described under the appropriate QA tier. These pay factors may be positive, negative, or zero, depe nding on the quality of the material.
4-15 (6) Materials Acceptance . As described in Subsection 406.03(a)( 5)a., every lot will be
evaluated and deemed to be either acceptable or rejectable material. Acceptable and rejectable material will be dealt with as specified below.
a.Acceptable Material . If a lot of material is deemed compliant with every acceptance criteria , then the entire lot will be accepted by the Agency and paid for at the Contract unit price, unless otherwise directed by the Engineer. Follow ing acceptance, the Engineer will calculate pay factors for the material, as described under the appropriate QA tier. These pay factors may be positive, negative, or zero, depending on the quality of the material.
b.Rejectable Material . If a lot of materi al is deemed non -compliant with one or more acceptance criteria , then the entire lot will be rejected by the Agency and shall be removed and replaced with new material at no expense to the Agency, unless otherwise directed by the Engineer. No pay factors w ill be applied to rejected material. Any such new material will be sampled, tested, and evaluated for acceptance. Should the Engineer allow rejectable material to remain in place, it shall receive no positive pay adjustments.
c.Dispute Resolution . For ma terial deemed rejectable, the Agency’s Quality Assurance Program will outline the applicable dispute resolution practices. At the time of collecting an acceptance sample, the Contractor may take loose mix replicate samples for the purposes of dispute resolution. Replicate sampling of cores will not be permitted.
7.Removal of Defective Material by the Contractor . With the approval of the Engineer, the Contractor may elect to remove any defective material and repla ce it with new material at no expense to the Agency. Any such new material will be sampled, tested, and evaluated for acceptance.
8.Pay Factors . The pay factors which apply to material produced under each QA tier will be as specified in this section. The se pay factors will only be applied to material which has been accepted by the Agency.
9.Rounding and Reporting of Values . Results from all calculations shall be rounded and reported as specified below:
a.All pay factors will be reported to 0.0001 and all pay adjustments to 0.01. For intermediate calculations used to obtain pay factors and pay adjustments values shall retain the maximum available precision.
4-16 b. The use of ASTM E29 rounding will not be per mitted. Instead, when rounding, if
the first digit to the right of the number to be rounded is greater than or equal to 5, then the number will be rounded away from zero to the next number with larger magnitude. If the digit to the right of the number to b e rounded is less than 5, then the number will remain the same. For example, for rounding to the nearest one decimal (0.1): 5.35 rounds to 5.4 -5.35 rounds to -5.4 5.34 rounds to 5.3 -5.34 rounds to -5.3
b.Quality Assurance Tier I . For evaluating mixtures produced under QA Tier I, the criteria specified in Table 406.03D will apply. Lots and sublots will be established as specified in Subsection 406.03(a)(3) and Table 406.03 C.
1.Material Evaluation . Evaluation of the material wil l follow the procedures described in Subsection 406.03(a)(4) , and acceptance will follow the procedures described in Subsection 406.03(a)(5) and Subsection 406.03(a)(6) . At the Engineer’s discretion, low production activities, defined as a daily production of 300 tons or less, that would otherwise be evaluated for air voids using the PWL method will be excluded from the PWL lot, and instead evaluated using the STD method with an RQL of -1 and an AQL of 0.
2.Pay Factors . When they are included i n the Contract, the following pay factors will apply to all accepted material in this tier, except as noted below:
a.Mixture Properties Pay Factor (PF MP). This pay factor will be calculated based on air voids.
b.Mat Density Pay Factor (PF MD). This pay fa ctor will not apply to material used for shoulders paved separately, leveling courses, side roads, or drives.
c.Longitudinal Joint Density Pay Factor (PF JD). This pay factor will not apply to material used for leveling courses, side roads, or drives.
d.Pavement Roughness Pay Factor (PF PR). This pay factor only applies to the wearing course.
4-17 Table 406.03c – Quality Assurance Tier I Lot and Sublot Sizes
Property Lot Size Max. Sublot Size Min. No. of Sublots Air voids 3,000 tons 500 tons 4 Mat density Daily production for each course 0.5 miles 6 Longitudinal joint density Entire project for each course 0.5 miles 4 Pavement roughness on limited access highways Entire project wearing course N/A N/A Pavement roughness on non - limited access highways Entire project wearing course N/A N/A TABLE 406.03D – QUALITY ASSURANCE TIER I CRITERIA Property Evaluation Method Type of Criteria LSL USL RQL AQL Air voids PWL Acceptance JMF – 1.0% JMF + 1.0% 50% 90% Mat density PWL Acceptance 92% 97% 50% 90% Longitudinal joint density PWL Quality 90% N/A N/A 75% Pavement roughness on limited access highways Average Quality N/A N/A N/A 48 in./mi le Pavement roughness on non - limited access highways Average Quality N/A N/A N/A 58 in./mi le
c.Quality Assurance Tier II . For evaluating mixtures produced under QA Tier II, the criteria specified in Table 406.03F will apply. Lots and sublots will be established as specified in Subsection 406.03(a)(3) and Table 406.03E .
1.Material Evaluation . Evaluation of the material wi ll follow the procedures described in Subsection 406.03(a)(4) , and acceptance will follow the procedures described in Subsection 406.03(a)(5) and Subsection 406.03(a)(6) . At the Engineer’s discretion, low production activities, defined as a daily product ion of 300 tons or less, that would otherwise be evaluated for air voids using the PWL method will be excluded from the PWL lot, and instead evaluated using the STD method with an RQL of -1 and an AQL of 0.
4-18 (2) Pay Factors . When they are included in the Contract, the following pay factors will apply
to all accepted material in this tier, except as noted below:
a.Mixture Properties Pay Factor (PF MP). This pay factor will be calculated based on air voids.
b.Mat Density Pay Factor (PF MD). This pay factor will not apply to material used for shoulders paved separately , leveling courses, side roads, or drives.
c.Pavement Roughness Pay Factor (PF PR). This pay factor only applies to the wearing course. TABLE 406.03E – QUALITY ASSURANCE TIER II LOT AND SUBLOT SIZES Property Lot Size Max. Sublot Size Min. No. of Sublots Air voids Entire project 500 tons 3 Mat density Entire project for each course 0.1 miles 3 Pavement roughness on limited access highways Entire project wearing course N/A N/A Pavement roughness on non - limited access highways Entire project wearing course N/A N/A TABLE 406.03F – QUALITY ASSURANCE TIER II CRITERIA Property Evaluation Method Type of Criteria LSL USL RQL AQL Air voids PWL Acceptance JMF – 1.0% JMF + 1.0% 50% 80% Mat density PWL Acceptance 91% N/A 50% 80% Pavement roughness on limited access highways Average Quality N/A N/A N/A 48 in./mile Pavement roughness on non - limited access highways Average Quality N/A N/A N/A 58 in./mile
4-19 (d) Quality Assurance Tier III . For evaluating mixtures produced under QA Tier III, the criteria
specified in Table 406.05H will apply. Lots and sublots will be established as specified in Subsection 406.03(a)(3) and Table 406.03G .
1.Material Evaluation . Evaluation of the material will follow the procedures described in Subsection 406.03(a)(4) , and acceptance will follow the procedures described in Subsection 406.03(a)(5) and Subsection 406.03(a)(6) .
2.Pay Factors . When they are included in the Contract, the foll owing pay factors will apply to all accepted material in this tier, except as noted below:
a.Mixture Properties Pay Factor (PF MP). This pay factor will be calculated based on air voids.
b.Mat Density Pay Factor (PF MD). This pay factor will not apply to m aterial used for leveling courses, side roads, or drives. The Engineer may elect to waive this pay factor for other material at their discretion. TABLE 406.03G – QUALITY ASSURANCE TIER III LOT AND SUBLOT SIZES Property Lot Size Min. No. of Sublots Air voids 500 tons N/A Mat density Entire project for each course 4 TABLE 406.03H – QUALITY ASSURANCE TIER III CRITERIA Property Evaluation Method Type of Criteria LSL USL RQL AQL Air voids STD Acceptance N/A N/A -1 0 Mat density PWL Acceptance 91% N/A 50% 80%
4-20 406.0 4 CONTRACTO R QUALIT Y CONTROL . The Contractor shall be responsible for maintaining
control of the mix production process. The mix production methods and technologies shall generally be at the Contractor’s discretion, but will be limited to proven, Agency and industry accepted practice. Upon approval of the Engineer and at no additional cost to the Agency, the Contractor may use innovative equipment or techniques not included in the Specifications to produce or monitor the production or placement of the mixture.
a.Control of Mixtures . For all mixtures and all QA tiers, t he plant shall be operated so that no intentional deviations are made from the job mix formula. The Contractor shall provide quality control adequate to produce work of acceptable quality. Continual production of non -conforming work at a reduced price, in lieu of making adjustments to bring work into conformance, will not be allowed. The Contractor shall provide process control adequate to produce work of acceptable quality. At a minimum, the Contractor shall perform sampling and testing at the frequencies specified in Table 406.04A , as applicable for the mixture type. The Engineer will not sample or test for process control or assist in controlling the Contractor’s production operations. Control over producti on shall follow the control limits established for the mix design for quality control samples. A single result outside the control limit will necessitate the Contractor take action to control the process. Two out of three values in row that exceed the cont rol limits will necessitate the Contractor suspend production, as it is not in control. After suspension, a passing quality control test from a trial drop shall be used to show the mix has been returned to in control, and production may resume. Failure or inaction by the Contractor to maintain control over the mix production will result in mix design suspension.
4-21 Table 406.04a – Quality Control Sampling and Testing Criteria
Parameter Test Method Minimum Frequency (Select the Least Frequent) Mixture gradation AASHTO T 30, AASHTO T 308 1 per 500 tons Mixture temperature Verified thermometer 1 per 250 tons at plant (truck) Mixture volumetrics (air voids, VMA, and dust proportion) AASHTO T 269, AASHTO T 166, AASHTO T 209 1 per 500 tons Asphalt binder content AASHTO T 308 1 per 500 tons Cold feed gradation AASHTO T 27 1 per day Cold feed percentage fractured face 1 AASHTO T 335 1st day of paving, 1 per week or 5,000 tons Cold feed flat and elongated particles 2 ASTM D4791 1 per month Fine and coarse aggregate moisture content 3 AASHTO T 255 2 per day Ram moisture content AASHTO T 255 2 per day Fine aggregate, coarse aggregate , and RAM specific g ravities 4 AASHTO T 84, AASHTO T 85 1st day of paving, 1 per two weeks or 5,000 tons Stripping 5 ASTM D3625 1 per week 1 Fractured face for crushed gravel sources only. 2 Flat and elongated percentage for all material retained on or above the No. 4 (4.75 mm) sieve. 3 For drum -mix and continuous mixing plants only. 4 New values will be required when the absorbed asphalt value is either zero or negative, or when requested by the Engineer. 5 Stripping testing for stripping prone aggregates only. Testing will be witnessed by A gency staff. In addition to the control limits referenced above, the Contractor shall cease production operations whenever one or more of the following occurs:
1.The Contractor fails to follow the approved QC plan.
2.If the flat and elongated particles value exceeds 10% when measured by ASTM D4791 .
3.If there is any visible damage to the aggregate due to over -densification, except on variable depth shim courses .
4-22 The Contractor shall immediately notify the Agency in writing as to the reason for a shutdown, as
well as the proposed corrective action. The Agency will consider the corrective action successful if the result of the trial drop quality control test f or the failing property is in conformance with the applicable requirements defined above. The Agency will consider the corrective action unsuccessful if the result of the trial drop quality control test is not in conformance with the applicable requirement s specified above. If the corrective action is unsuccessful, the Contractor shall cease production and submit a new corrective action plan.
b.Contractor Quality Control Plan . For material produced and paved under all QA tiers, the Contractor shall provid e, maintain, and operate in accordance with a quality control plan for the plant and the field, hereafter referred to as the plant QC plan and field QC plan, to ensure the production of material that meets the Contract requirements . The Contractor shall develop and submit program -wide QC plans annually in advance of the paving season, to document the QC practices, personnel, facilities, and equipment to be used by the Contractor. Additionally, the Contracto r shall submit project -specific supplements to both the plant and field QC plans to provide specific details applicable to each project. No paving shall occur until both QC plans and their supplements have been approved for the project. Project supplements to the QC plans shall be submitted at least 10 working days before the start of paving on the project.
1.Plant QC Plan . Bituminous concrete mixture plants shall submit a program -wide plant QC plan to cover all mix production, as detailed in the Agenc y’s Bituminous Concrete Policy Manual . A project -specific supplement shall be submitted to apply the plant QC plan to the project and provide specific details, including, but not limited to, the mix designs to be used, the use of silos, changes in personne l, and other project -specific requirements.
2.Field QC Plan . The Contractor shall submit a comprehensive program -wide field QC plan to cover paving practices in the field, as detailed in the Agency’s Bituminous Concrete Policy Manual . A project -specific supplement shall be submitted to apply the field QC plan to the project and provide specific details, including, but not limited t o, paving personnel and equipment identification, QC personnel, mixing, loading, transportation, intended paving sequence, and other project -specific requirements.
3.Non-Compliance with the QC Plans . The Contractor shall comply with the approved QC plans and shall take all other steps necessary to ensure a high -quality product. Failure of the Contractor to comply with the approved QC plans may result in the Agency ordering the Contract or to cease production or paving, revoking approval of the QC plan, or taking other actions as necessary.
4-23 406.0 5 Equipment .
a.Hauling Equipment . To prevent the mixture from adhering to the beds, trucks used for hauling bituminous mixture shall have tight, clean, and smooth metal beds which have been thinly coated with a bond release agent. Petroleum -based products will not be permitted. Each truck shall have a cover of canvas or other suitable material of sufficient size to extend over all sides of t he haul vehicle to properly protect the mix from the weather. When necessary, to ensure placement of material at the specified temperature, truck beds shall be insulated and covers shall be securely fastened. The trucks used for hauling bituminous mixture shall be compatible with the equipment used for placing the bituminous mixture. Trucks shall not be cleaned or emptied on surfaces to be paved.
b.Placing Equipment . The bituminous concrete paver shall be a self -propelled unit with an activated screed or strike -off assembly capable of being heated if necessary and capable of spreading the mixture without segregation for the widths and thicknesses required. The screed shall be adjustable to provide the desired cross -sectional shape. Pavers shall be in good mechanical condition, equipped with all necessary attachments, and designed to operate electronically for controlling the grade of the finished surface. Additionally, pavers shall be equipped such that, upon extension of the screed by 24 inches or more, auger extensions shall be used, as directed by the Engineer. The adjustments and attachments of the paver shall be checked and approved by the Engineer before placement of bituminous material. Bituminous concrete pavers shall be equi pped with a sloped plate to produce a tapered or notched tapered edge at longitudinal joints. The sloped plate shall produce a tapered or notched tapered edge having a face slope of 1:3 (V:H) or flatter . The plate shall be able to accommodate compacted mat thicknesses from 1 -1/4 inches to 4 inches. The bottom of the sloped plate shall be mounted 3/8 inch to 1/2 inch above the existing pavement. Joint heaters, if used, shall be equipped with automated controls which will shut off the burners when the paving machine stops and reignite them when the paver begins moving forward . The joint heater shall heat the entire area of the previously placed wedge to the required temperature. Heating to the point of 200°F or higher shall immediately precede placement of th e bituminous material.
4-24 (c) Compaction Equipment . Rollers shall be in good mechanical condition, capable of reversing
without backlash, and operated at speeds slow enough to avoid displacement of the bituminous mixture. The weight of the rollers shall b e sufficient to compact the mixture to the required density without crushing the aggregate. Rollers shall be equipped with tanks and sprinkling bars for wetting the rollers or tires. Pneumatic -tired rollers shall be equipped with appropriate skirts and sh all be preheated prior to use in order to avoid picking. The Contractor shall repair and remove all picked material from the surface. Vibratory rollers shall have separate controls for energy and propulsion. They shall be equipped with automatic cutoffs t hat stop the vibration prior to the roller stopping or reversing its direction of travel. The Contractor assumes full responsibility for, and shall repair at the ir expense, all damage which may occur to highway components or adjacent property if vibratory compaction equipment is used. 406.0 6 TRAFFI C CONTROL . Traffic shall be maintained in accordance with Subsection 104.04 and Section 641 . Whenever traffic must be maintained during paving operations, uniformed traffic officers or flaggers in accordance with Section 630 shall be stationed at each end of the section being paved and at such other locations as may be required by the Engineer. 406.0 7 WEATHE R AND SEASONA L LIMITATIONS . Bituminous material shall not be placed on a wet or frozen surface, or when weather or other conditions would prevent the proper handling, finishing, or compacting of the material, unless otherwise approved by the Engineer.
a.Temperature Limitations . Bituminous material shall not be placed unless both the ambient air temperature, and the temperature of the existing surface at the paving site in the shade and away from artificial heat, are greater than that specif ied in Table 406. 07A. TABLE 406.07A – MINIMUM TEMPERATURES REQUIRED FOR PAVING Compacted Lift Thickness (T) Min. Temp. for Mixes without WMA Technologies Min. Temp. for Mixes with WMA Technologies T ≥ 1.25 inches 40°F 35°F T < 1.25 inches 50°F 35°F
4-25 (b) Seasonal Limitations . For the purpose of paving operations, including placement of temporary
pavements, the year shall be divided into in -season and extended season paving. The dates of these seasons shall be as defined in Table 406. 07B. TABLE 406.07B – IN-SEASON AND EXTENDED -SEASON PAVING DATES Type of Pavement Course In-Season Paving Dates (Inclusive of End Dates) Extended Season Paving Dates (Inclusive of End Dates) Temporary, leveling, bottom, or intermediate May 1st to October 31st November 1st to April 30th Wearing May 16th to October 15th October 16th to May 15th
c.Extended -Season Paving Plan . Should paving operations be scheduled during the extended season, the Contractor shall submit an extended season paving plan 14 calendar days prior to paving within the extended season. Paving within the extended season shall not commence until the Engin eer has approved the plan. The Contractor shall operate in accordance with the plan in order to ensure that the product meets the Contract requirements. If the Contractor fails to follow the extended season paving plan, paving operations shall cease, and the Contractor shall modify operations to comply with the extended season paving plan . All process modifications shall be communicated to the Engineer. Paving operations shall only resume once the Engineer has approved all modifications. An extended seaso n pre -paving meeting shall be conducted at least 5 calendar days prior to paving within the extended season, and shall include the Agency, Contractor, producer, and other stakeholders as necessary. The extended season paving plan shall include, but not be limited to, the following:
1.General Requirements .
a.Minimum mixing and delivery mixture temperatures. Detail s on the use of WMA technologies or other additives to enhance workability shall be provided .
b.Calculations providing a balanced paving operation. The anticipated paver speed shall be specified.
c.A plan for an enhanced rolling pattern. The enhanced rolling pattern shall be established by a QC technician during the first shift of paving within the extended season.
4-26 d. Methods for determining the time available for compaction. The time available
shall be determined and reported to the Engineer on a daily basis to confirm that compaction has been completed within the time available.
e.The sequence of paving for remaining placement .
f.A description of the level of staffing and additional equipment necessary to ensure paving and rolling operations can proceed without delay and achieve the desired compaction in a shorter timeframe.
2.Schedule of Extended -Season Items .
a.The scope of remaining paving, including number of shifts and project limits to be completed.
b.Information about the application of retroreflective pavement markings. Retroreflective pavement markings shall be monitored and maintained throughout the extended seas on.
c.A schedule of adjacent work items to be completed. 406.0 8 CONDITIONIN G OF EXISTIN G SURFACE . All surfaces shall be cleaned and sprayed with an emulsified asphalt tack coat in accordance with Subsection 404.06(b) before placing of any bituminous mixture, unless otherwise ordered by the Engineer. Prior to paving any mainline or drive surfaces, the existing bituminous concrete pavement surface shall be prepared as shown on the Plans and as directed by the Engineer. Bituminous concrete pavement surface preparation shall consist of performing all necessary surface preparation, including pothole repairs, raveling repairs, and other repairs directed by the Engineer prior to placing the final surface treatment. Grass gr owing adjacent to pavement or through cracks in the pavement which may hinder the placement of new bituminous concrete shall be removed by the Contractor as directed by the Engineer. Where deficiencies in any full depth reclamation, recycled bituminous pa vement, or subbase exist, bituminous concrete mixtures approved by the Engineer shall be used to correct them. Where bituminous concrete pavement is used to resurface existing pavements and the existing pavement contains irregularities, depressions, or wav es, such deficiencies shall be eliminated using extra bituminous material for spot leveling to bring the existing pavement to uniform section and grade before placing of the required courses of bituminous concrete.
4-27 406.0 9 Placin G and Finishing .
a.General Requirements . The bituminous mixture shall be placed and finished with the specified equipment, shall be struck off in a uniform layer to the full width required and of such depth that each course, when compacted, shall have the required thickness, and shall conform to the grade and elevation specified. The finished surface shall be of uniform texture and evenness and shall not show tearing, shoving, or pulling of the mixture. In areas where irregularities or unavoidable obstacles make the use of me chanical placing and finishing equipment impracticable, the mixture shall be spread, raked, luted, and compacted by hand methods. At the time of placement, the bituminous mixture shall be within 10°F of the compaction temperature for the approved mix design. No traffic will be permitted on placed material until the material has been thoroughly compacted and has cooled to 140°F unless otherwise authorized by the Engineer. The use of water to cool the pavement will not be permitted. The Contractor shall protect all exposed surfaces and objects which are not to be treated from damage during all phases of the paving operation. All material shall be produced early enough in the work day such that the completion of placing and compaction of the mixture will occur during daylight hours, unless night work is allowed for the project. Mainline temporary transverse tapers shall have a minimum slope rate of 1 inch per 5 feet for speeds of 40 mph and lower, and a minimum slope rate of 1 inch per 10 feet for speeds greater than 40 mph. A load ticket shall accompany each vehicle supplying bituminous concrete and shall be made available to the Engineer prior to placement of the mixture.
b.Driveways and Side Road Intersections . Suitable temporary aprons or fillets sh all be constructed at side road intersections and driveways as directed by the Engineer within 24 hours of adjacent mainline paving. Reasonable access to and from the mainline mat shall be maintained at all times. Permanent drive construction shall consi st of placing one or more courses of bituminous concrete material on a prepared foundation in conformance with the Plans, or as directed by the Engineer. Placement of bituminous concrete material for driveways and side roads may be done with mechanical or hand methods as specified on the Plans and as directed by the Engineer.
4-28 All vegetation and soft, yielding, or unsuitable material shall be excavated and replaced with
properly compacted material meeting the requirements of Section 301 for Subbase of Crushed Gravel, Fine Graded. Crushed RAP generated from the project may be substituted for Subbase of Crushed Gravel, Fine Graded. For drives constructed via hand method, the existing edge of pavement shall be saw -cut or trimmed by mechanical m eans to provide a vertical edge for placing bituminous concrete material. Emulsified asphalt shall be applied as specified in Subsection 404.06(b) . If cross slope allows, as determined by the Engineer, existing paved drives shall be milled across the enti re drive width to the depth of the wearing course, not to exceed 2 inches. Unless the drive is to be paved that work day, all vertical milled edges shall have temporary fillets placed the same work day as milling takes place.
c.Compaction . Leveling cours es shall be compacted using a self -propelled pneumatic tired roller for intermediate rolling, unless otherwise permitted in writing by the Engineer. Tandem paving operations shall have an independent rolling train for each paver sufficient to achieve comp action requirements. When bituminous concrete pavement is to be placed on a bridge deck having a waterproofing membrane, a rubber -tired or rubber -tracked paver shall be used to place the intermediate course of pavement. Rollers shall operate in static mode when compacting bridge deck pavements. Non-paver placed bituminous concrete pavement shall be rolled with a minimum 1 -ton mechanical roller with steel drums, or approved equal, until compacted to the satisfaction of the Engineer. To prevent adhesion of t he mixture to the rollers, the rollers shall be kept properly moistened with water or water mixed with very small quantities of detergent or other approved material. Excess liquid and petroleum products will not be permitted. If rolling causes undue displa cement, cracking, tearing, or shoving, no further material will be produced for or placed on the project until a corrective action plan is proposed by the Contractor and accepted by the Engineer. For places not accessible to the rollers, the mixture shall be thoroughly compacted with hand tampers, smoothing irons, or mechanical tampers coated with a non -petroleum based bond release agent.
4-29 During paving, the Contractor shall take daily process control cores at locations approved by the
Engineer to verify the effectiveness of the proposed rolling pattern and correlate density gauge equipment. The Contractor shall fill the core holes, at their expense, with hot bituminous concrete pavement at a temperature of at least 200°F on the same work day that the cores are taken. Pending results of the investigative cores, necessary adjustments to the proposed rolling pattern and equipment shall be made by the Contractor to achieve densities to the satisfaction of the Engineer. In the absence of a Mat Density Pay Adjustment on any project, this provision will be the sole criterion governing compaction requirements. The Contractor shall provide the Enginee r with all compaction QC records in a format acceptable to the Engineer at the conclusion of each day’s paving operations.
d.Joints . All paving operations shall be conducted such that, to the extent possible, the full width of a travel lane will be paved in a single pass. Longitudinal construction joints within any travel lane will not be permitted. Screed extension to cover adjacent shoulders concurrent with any travel lane will be permitted considering the requirement for auger extensions. Joints betwee n old and new pavements, or between each successive day’s work, shall have a thorough and continuous bond between the old and new mixtures. Whenever the placement process is interrupted long enough for the mixture to attain its initial stability, the paver shall be removed from the mat and a transverse butt joint constructed. Transverse butt joints shall be formed by cutting the pavement in a vertical plane, at a location approved by the Engineer, where the pavement has a true surface as determined using a straightedge at least 16 feet long. Otherwise, the transverse butt joint may be formed by trimming using mechanical means such that the full design depth of bituminous material is present at the trimmed joint. The transverse joint shall be thoroughly coat ed with emulsified asphalt just prior to depositing the new paving mixture. When constructing transverse tapered joints, care shall be taken in raking out and discarding the coarser aggregate at the low end of the taper, and in rolling the taper. The tape r area shall be thoroughly coated with emulsified asphalt just prior to the resumption of paving operations. As the paver places new mixture on the taper area, placement shall proceed such that an evenly graduated deposit of mixture will complement the pre viously made taper. Shovels may be used to add additional mixture if necessary. The joint shall be smoothed with a rake and properly rolled, with coarse material discarded. Transverse joints shall not be constructed within 12 inches of transverse joints co nstructed in lower courses.
4-30 Longitudinal joints that have become cold shall be coated with emulsified asphalt before the
adjacent mat is placed. If directed by the Engineer, such joints shall be cut back to a clean vertical edge prior to coating with the emulsion. Unless otherwise di rected by the Engineer, longitudinal joints shall be offset at least 6 inches from any joint in the lower courses of pavement. Wherever possible, the Contractor shall locate the joints such that, when the final pavement markings are placed, there will be a 2-inch offset between the pavement markings and parallel joints. The Contractor shall conduct paving operations such that the paving joint between the travel lane and adjacent shoulder will be outside of all longitudinal pavement markings.
e.Surface T olerance . The finished surface will be tested by the Engineer using a straightedge at least 16 feet in length at selected locations parallel with the centerline. Any variations exceeding 1/8 inch between any two contact points shall be satisfactorily elimi nated. A straightedge at least 10 feet in length may be used on a vertical curve. The straightedges shall be provided by the Contractor in accordance with Subsection 631.0 4.
f.Work Adjacent to the Pavement . When the Contractor proposes to perform work ad jacent to the pavement (e.g. guardrail installation) after the wearing course has been placed, they shall submit a pavement protection plan . This plan shall be submitted at least 7 calendar days prior to performing any work adjacent to the pavement, and work shall not commence until the Engineer has approved the plan. The plan shall outline methods of protecting the pavement during each propo sed operation, as well as procedures for remediation of any damage that may occur. At a minimum, the repair shall be the full depth of the wearing course, but shall extend beyond that to the depth of the damage as needed. All repairs shall be performed in accordance with the applicable requirements of this section. Spot patching will not be allowed as a method of remediation for repeated damage, and adjacent work that causes frequent or repeated damage will not be allowed to continue. Areas of repeated damage shall be repaved for the full lane width and for a minimum length of 250 feet, unless otherwise directed by the Engineer. If the pavement is damaged, the Contractor shall immediately perform repairs as outlined in the pavement protection plan at no c ost to the Agency. When the Pavement Roughness Pay Adjustment is included in the Contract, repaired areas will not be excluded from analysis.
4-31 406.1 0 MIXTUR E PROPERTIE S PAY ADJUSTMENT . The Mixture Properties Pay Adjustment will
be based on the Mixture Properties Pay Factor calculated using the applicable equations specified below.
a.Mixture Properties Pay Factor Determination for QA Tier I . For QA Tier I, the Mixture Properties Pay Factor will be calculated based on the PWL or STD for air voids using the equations below.
1.Percent Within Limits Evaluation . For 90% ≤ PWL AV ≤ 100% 𝑃𝐹𝑀𝑃=0.0020 𝑃𝑊𝐿 𝐴𝑉−0.1800 For 70% ≤ PWL AV < 90% 𝑃𝐹𝑀𝑃=0.0025 𝑃𝑊𝐿 𝐴𝑉−0.2250 For 50% ≤ PWL AV < 70% 𝑃𝐹𝑀𝑃=0.0075 𝑃𝑊𝐿 𝐴𝑉−0.5750 where: PWL AV = Total percent within specification limits for air voids PFMP = Mixture Properties Pay Factor
2.Single Test Departure Evaluation . For D AV ≥ 0 𝑃𝐹𝑀𝑃=0
4-32 For -1 ≤ D AV < 0
𝑃𝐹𝑀𝑃=0.1000 𝐷𝐴𝑉 where: DAV = Single test departure for air voids PFMP = Mixture Properties Pay Factor
b.Mixture Properties Pay Factor Determination for QA Tier II . For QA Tier II, the Mixture Properties Pay Factor will be calculated based on the PWL or STD for air voids using the equations below.
1.Percent Within Limits Evaluation . For 90% ≤ PWL AV ≤ 100% 𝑃𝐹𝑀𝑃=0.0020 𝑃𝑊𝐿 𝐴𝑉−0.1800 For 80% ≤ PWL AV < 90% 𝑃𝐹𝑀𝑃=0 For 50% ≤ PWL AV < 80% 𝑃𝐹𝑀𝑃=0.0067 𝑃𝑊𝐿 𝐴𝑉−0.5336 where: PWL AV = Total percent within specification limits for air voids PFMP = Mixture Properties Pay Factor
4-33 (2) Single Test Departure Evaluation .
For D AV ≥ 0 𝑃𝐹𝑀𝑃=0 For -1 ≤ D AV < 0 𝑃𝐹𝑀𝑃=0.1000 𝐷𝐴𝑉 where: DAV = Single test departure for air voids PFMP = Mixture Properties Pay Factor
c.Mixture Properties Pay Factor Determination for QA Tier III . For QA Tier III, the Mixture Properties Pay Factor will be calculated based on the single test departure for air voids using the equations below. For D AV ≥ 0 𝑃𝐹𝑀𝑃=0 For -1 ≤ D AV < 0 𝑃𝐹𝑀𝑃=0.1000 𝐷𝐴𝑉 where: DAV = Single test departure for air voids PFMP = Mixture Properties Pay Factor
4-34 (d) Mixture Properties Pay Adjustment Determination . The Mixture Properties Pay Adjustment will
be calculated using the equation below. 𝑃𝐴 𝑀𝑃=𝑃𝐹𝑀𝑃×𝑄×𝐵 where: PAMP = Mixture Properties Pay Adjustment (dollars) PFMP = Mixture Properties Pay Factor Q = Quantity o f material (tons) B = Contract bid price (dollars/ton) The quantity of material (Q) will be the number of tons compacted in place for each lo t. This quantity will include all material used for shoulders, leveling courses, side roads, drives, and any other miscellaneous mix. 406.1 1 MAT DENSIT Y PAY ADJUSTMENT .
a.Mat Density Analysis Procedure . Each course of b ituminous concrete pavement , excluding leveling courses, placed on projects that contain the pay item for Mat Density Pay Adjustment will be analyzed for density according to the procedures specified in this subsection and the requirements of Subsection 406.03 for the applicable QA tier . If the Agency elects to not take cores of any lot of material, the Mat Density Pay Factor (PF MD) for that lot will be set equal to zero. Acceptance testing will be conducted by Agency personnel using cores provided by the Contractor in accordance with the coring protocol below.
b.Coring Protocol .
1.Selecting Core Locations . Original core sampling locations will be determined by the Engineer and will be restricted to travel lanes only. Cores will not be taken within 6 inches of a l ongitudinal joint or within 50 feet of a transverse joint, except on bridges. Bridge decks or approaches will not be cored within 10 feet of a bridge joint or transverse joint, and bridges less than or equal to 20 feet in length will not be cored. Independ ent shoulder and mat area core sampling locations may be selected by the Engineer to afford verification as specified in Subsection 406.11(c) .
4-35 Original core sampling locations will be selected by the Engineer in accordance with ASTM
D3665 within 2 working days of the bituminous mixture being placed. The Contractor will be advised in writing of the selected sampling locations. The Contractor may challenge whether any specific original sample location is representative of any specific lot b y notifying the Engineer. This notification shall be made immediately upon the core locations being selected and conveyed to the Contractor, and prior to extracting the cores, and shall be further documented in any Contractor job records citing just reason ing for recommending a reselection of original sample locations. Upon receipt by the Engineer of a written challenge from the Contractor, the Engineer will evaluate it within 1 working day and notify the Contractor in writing of either acceptance or rejec tion of the challenge. Rejection of a challenge will result in the Engineer using the original core sampling locations for the determination of density data in any compaction pay factor calculations. Acceptance of a challenge will result in the Engineer se lecting alternate core sampling locations for those challenged samples. Alternate core sampling locations will be selected by the Engineer by generating new random numbers to determine both new longitudinal and transverse coordinates within the sublot in question. The alternate core sampling locations will not be subject to further challenge and will be used for the determination of density data in any compaction pay factor calculations. The Contractor will be notified in writing of the final core sampling locations.
2.Taking and Delivering Cores . Core samples 6 -inches in diameter shall be taken within one working day of the final selection of the core sampling locations. The Contractor shall extract cores in the presence of the Engineer and shall deliver the samples to the Engineer, in a suitable container provided by the Contractor, on the same work day the samples are taken. As necessary, the Contractor shall mark the cores for saw -cutting in the presence of the Engineer for verification of cut location s. The Engineer will identify and record the core samples. Agency personnel will process the core samples within 10 working days and will relay the test results to both the Engineer and the Contractor. Physical core samples will be retained for a period o f 2 working days from the time that the density test results are relayed to the Engineer and Contractor. In addition, any subsequently retested or re -cored samples, as defined in Subsection 406.1 1(c), will be retained to the point of fully satisfying the r equirements of Subsection 406.1 1(c).
4-36 Any cores not delivered in a suitable container will be rejected and new cores taken at the
Contractor ’s expense. The Contractor shall fill the core holes, at their expense, with hot bituminous concrete pavement at a temperature of at least 200°F on the same work day that the cores are taken. Failure to comply with these provisions may result in payment being withheld for the representative lot of bituminous material.
3.Calculating Mat Density . The density of each core will be calculated using the following formula. 𝐷=100 ×𝐺𝑚𝑏 𝐺𝑚𝑚 where: D = Density (percent of maximum) Gmb = Bulk specific gravity of compacted mixture Gmm = Maximum specific gravity of the uncompacted mixture Bulk specific gravity will be determined in accordance with AASHTO T 166, Method A , and maximum specific gravity will be determined in accordance with AASHTO T 209 , from Agency acceptance tests . Should the sample absorb more than 2% of water by volume when tested with AASHTO T 166 , it will be retested in accordance with AASHTO T 331 , and the retested result will replace the original outlier sample results . Should the sample be considered an outlier in accordance with ASTM E178 , Table 1 at a 5% significance level, it will be retested in accordance with AASHTO T 331 , and the retested result will replace the original outlier sample results.
c.Core Result Verification . For any individual core considered to be an outlier, as determined in accordance with ASTM E178 , Table 1 at a 5% significance level, the Contractor or Agency may elect to re -core, to verify the original core result. The re -coring locat ion shall be at the same transverse offset as the original location and shall be offset longitudinally forward 18 inches from the original location. The re -cored sample test result will replace the original core result and shall not cause any other core te st result to become an outlier core subject to core result verification.
4-37 (d) Mat Density Pay Factor Determination for QA Tier I . For QA Tier I, the Mat Density Pay Factor
for each lot of bituminous concrete pavement will be determined using the equations below. For 90% ≤ PWL MD ≤ 100% 𝑃𝐹𝑀𝐷=0.0030 𝑃𝑊𝐿 𝑀𝐷−0.2700 For 70% ≤ PWL MD < 90% 𝑃𝐹𝑀𝐷=0.0050 𝑃𝑊𝐿 𝑀𝐷−0.4500 For 50% ≤ PWL MD < 70% 𝑃𝐹𝑀𝐷=0.0100 𝑃𝑊𝐿 𝑀𝐷−0.8000 where: PWL MD = Total percent within specification limits for mat density PFMD = Mat Density Pay Factor
e.Mat Density Pay Factor Determination for QA Tier II and QA Tier III. For QA Tier II and QA Tier III, the Mat Density Pay Factor for each lot of bituminous concrete pavement will be determined using the equations below. For 80% ≤ PWL MD ≤ 100% 𝑃𝐹𝑀𝐷=0.00150 𝑃𝑊𝐿 𝑀𝐷−0.1200 For 50% ≤ PWL MD < 80% 𝑃𝐹𝑀𝐷=0.0050 𝑃𝑊𝐿 𝑀𝐷−0.4000 where: PWL MD = Total percent within specification limits for mat density PFMD = Mat Density Pay Factor
4-38 (f) Mat Density Pay Adjustment Determination . The Mat Density Pay Adjustment will be calculated
using the following equation. 𝑃𝐴 𝑀𝐷=𝑃𝐹𝑀𝐷×𝑄×𝐵 where: PAMD = Mat Density Pay Adjustment (dollars) PFMD = Mat Density Pay Factor Q = Quantity of material (tons) B = Contract bid price (dollars/ton) The quantity of material (Q) will be the number of tons compacted in place for each lot. This quantity will exclude all material used for shoulders paved separately from mainline, leveling courses, side roads, and drives. 406.1 2 LONGITUDINA L JOINT DENSIT Y PAY ADJUSTMENT .
a.General Requirements . For each course of b ituminous concrete pavement , excluding leveling courses, placed on projects that contain the pay item for Longitudinal Density Pay Adjustment, the longitudinal joints will be analyzed for density according to the procedures specified in this subsection and the requirements of Subsection 406.03 for the applicable QA tier . If the Agency elects to not take cores of any portion of the material, that material will be excluded from the lot and not subject to the Longitudinal Joint Density Pay Factor (PF JD). Acceptance testing will be conducted by Agency personnel using cores provided by the Contractor in accordance with the coring protocol below.
b.Coring Protocol .
1.Selecting Core Locations . Core sampling locations will be determined by the Engineer. Joint core samples shall be taken between any adjacent travel lanes and between any t ravel lane and shoulder, provided that the shoulder material was placed as a separate construction operation. Cores will not be taken within 50 feet of a transverse joint, except on bridges. Bridge decks or approaches will not be cored within 10 feet of a bridge joint or transverse joint, and bridges less than or equal to 20 feet in length will not be cored.
4-39 Sampling locations will be selected using a stratified random sampling procedure in the
longitudinal direction. The total project joint length wil l be subdivided into segments of the length specified for the applicable QA tier, and one sample (core) taken from each segment. The sampling location within each segment will be determined using ASTM D3665 . For a longitudinal butt joint, the transverse location of the sample shall be centered on the visible surface joint line. For a tapered joint, the transverse location of the sample shall be offset from the visible surface joint line by approximately 50% o f the taper width as directed by the Engineer. Each individual core shall be a separate sample . Once selected according to the procedures above, core locations will become final and not subject to revision, nor will any core sample be subject to the provi sions specified in Subsection 406.1 1(c).
2.Taking and Delivering Cores . Core samples 6 -inches in diameter shall be taken within one working day of the final selection of the core sampling locations. The Contractor shall extract cores in the presence of the Engineer and shall deliver the samples to the Engineer, in a suitable container provided by the Contractor, on the same work day the samples are taken. As necessary, the Contractor shall mark the cores for saw -cutting in the presence of the Engineer for verification of cut locations. The Engineer will identify and record th e core samples. Agency personnel will process the core samples within 10 working days and will relay the test results to both the Engineer and the Contractor. Any cores not delivered in a suitable container will be rejected and new cores taken at the Cont ractor ’s expense. The Contractor shall fill the core holes, at their expense, with hot bituminous concrete pavement at a temperature of at least 200°F on the same work day that the cores are taken. Failure to comply with these provisions may result in paym ent being withheld.
3.Calculating Joint Density . The density of each core will be calculated using the following formula. 𝐷=100 ×𝐺𝑚𝑏 𝐺𝑚𝑚𝑎
4-40 where:
D = Density (percent of maximum) Gmb = Bulk specific gravity of compacted mixture Gmma = Average of the two maximum specific gravities for the mixture placed on both sides of the joint Bulk specific gravity will be determined in accordance with AASHTO T 166, Method A , and maximum specific gra vity will be determined in accordance with AASHTO T 209 , from Agency acceptance tests . Should the sample absorb more than 2% of water by volume when tested with AASHTO T 166 , it will be retested in accordance with AASHTO T 331 , and the retested result will replace the original outlier sample results.
c.Longitudinal Joint Density Pay Factor Determination for QA Tier I . For QA Tier I the Longitudinal Joint Density Pay Factor for each lot of bituminous concrete pavement will be determined using the equation below. For 0% ≤ PWL JD ≤ 100% 𝑃𝐹𝐽𝐷=0.0012 𝑃𝑊𝐿 𝐽𝐷−0.0900 where: PWL JD = Total percent within specification limits for longitudinal joint density PFJD = Longitudinal Joint Density Pay Factor
d.Longitudinal Joint Density Pay Adjustment Determination . The Longitudinal Joint Density Pay Adjustment will be calculated using the following equation. 𝑃𝐴 𝐽𝐷=𝑃𝐹𝐽𝐷×𝑄×𝐵
4-41 where:
PAJD = Longitudinal Joint Density Pay Adjustment (dollars) PFJD = Longitudinal Joint Density Pay Factor Q = Quantity of material (tons) B = Contract bid price (dollars/ton) The quantity of material (Q) will be the number of tons compacted in place for each pavement course. This quantity will include material used for shoulders, but will exclude all material used for leveling courses, side roads, and drives. 406.1 3 PAVEMEN T ROUGHNES S PAY ADJUSTMENT . When the project contains the pay item for Pavement Roughness Pay Adjustment , the Agency will measure the surface roughness of the wearing course with a road surface profiler (RSP) in accordance with AASHTO R 43 . Results from the RSP will be reported in terms of the Mean Roughness Index (MRI) in in ches per mile. MRI is the International Roughness Index (IRI) averaged across the right and left wheel path. The MRI value will be analyzed for pavement roughness according to the procedures in this subsection and the requirements of Subsection 406.03 for the applicable QA tier. Prior to the highway being surface tested, all Contract items shall be complete such that the project could be deemed substantially complete, unless otherwise directed by the Engineer, including, but not limited to, all guardrail, bridge joints, and perman ent pavement markings installed, including all side road markings. There shall not be lane closures or equipment present that would impede highway travel. At the time of testing, the highway surface shall be dry and free of snow, ice, and loose debris, and the ambient air temperature shall be a minimum of 40°F. The Engineer may elect to waive surface testing for some or all of the project due to unfavorable weather conditions or other considerations. If the Engineer elects to waive surface testing for some or all of the project, that portion of the project will be eliminated from the calculations and not subject to the Pavement Roughness Pay Factor (PF PR). For undivided highways, the surface will be tested by Agency personnel traveling once in each directi on. If the route contains truck lanes or passing lanes, only the rightmost lane will be tested in any given direction. The MRI value used to determine the Pavement Roughness Pay Factor will be the average calculated based upon travel in both directions.
4-42 For divided highways, the surface of both the travel and passing lanes will be tested. If only one barrel of
the highway is paved as part of the project, the MRI value used to determine the Pavement Roughness Pay Factor will be the average calculated based on travel in all lanes of that barrel. If both barrels of the highway are paved as part of the project, the MRI value used to determine the Pavement Roughness Pay Factor will be the average calculated based on travel in all lanes of both barrels. For both undivided and divided highways, the roughness associated with any anomalous features beyond the control of the Contractor, such as mechanical bridge joints, utility structures, or construction joints with existing pavement will be eliminated from the calculations. Areas that were repaired due to damage caused by the Contractor will not be eliminated from the calculations.
a.Pavement Roughness Pay Factor Determination for QA Tier I and QA Tier II. For QA Tier I and QA Tier II, the Pavement Roughness Pay Factor will be determined based on the average MRI value using the following equations. For non-limited access highways 𝑃𝐹𝑃𝑅=−0.0029 𝑀𝑅𝐼 𝐴+0.1682 For limited access highways 𝑃𝐹𝑃𝑅=−0.0029 𝑀𝑅𝐼 𝐴 +0.1392 where: MRI A = Average mean roughness index PFPR = Pavement Roughness Pay Factor
b.Pavement Roughness Pay Adjustment Determination . The Pavement Roughness Pay Adjustment will be calculated using the following equation. 𝑃𝐴 𝑃𝑅=𝑃𝐹𝑃𝑅 × 𝑄 × 𝐵
4-43 where:
PAPR = Pavement Roughness Pay Adjustment (dollars) PFPR = Pavement Roughness Pay Factor Q = Quantity of material (tons) B = Contract bid price (dollars/ton) The quantity of material (Q) will be the number of tons of wearing course compacted in place on the entire project. This quantity will exclude all material used for shoulders paved separately , side roads, drives, limited -access highway on - and off -ramps, and courses other than the wearing course. 406.1 4 METHO D OF MEASUREMENT . The quantity of Bituminous Concrete Pavement of the type and QA tier specified to be measured for payment will be the number of tons of mixture complete in -place in the accepted work as determined from the weigh tickets. The quantity of Bituminous Concrete Pavement, Surface Preparation of the type specified to be measured for payment will be the number of tons of material complete in -place in the accepted work as determined from the weigh tickets. The quantity of Bituminous Concrete Pavement, Non -Paver Placed of the type specified to be measured for payment will be the number of square yards complete in -place in the accepted work. Measurement will only include that bituminous concrete pavement not placed with a paver. Bituminous concrete material pla ced with a paver will be excluded. The quantit y of all applicable Pay Adjustments will b e the number of dollars calculated according to the appropriate subsection . 406.1 5 BASIS OF PAYMENT . The accepted quantity of Bituminous Concrete Pavement of the type and QA tier specified will be paid for at the Contract unit price per ton. Payment will be full compensation for furnishing, mixing, hauling, and placing the material specified, including hand placement when payment is not otherwise provided for in the Co ntract, and for furnishing all labor, tools, equipment, and incidentals necessary to complete the work. The accepted quantity of Bituminous Concrete Pavement, Surface Preparation of the type specified will be paid for at the Contract unit price per ton. P ayment will be full compensation for furnishing, mixing, hauling, and placing the materials specified, including emulsified asphalt, and for furnishing all labor, tools, equipment, and incidentals necessary to complete the work.
4-44 The accepted quantity of Bituminous Concrete Pavement, Non -Paver Placed of the type specified will be
paid for at the Contract unit price per square yard. Payment will be full compensation for furnishing, mixing, hauling, and placing the materials specified, and for furnishing all labor, tools, equipment, and incidentals necessary to complete the work. The costs of excavation, subbase material, milling, emulsified asphalt, cleaning existing paved surfaces, and filling joints, cracks, and holes will not be paid for directly, but wil l be considered incidental to Bituminous Concrete Pavement, Non -Paver Placed. The quantity of all Pay Adjustments will be debited or credited against the Contract dollar amounts for those items. The costs of furnishing testing facilities and supplies at the plant will be considered included in the Contract unit price of Bituminous Concrete Pavement. The costs of obtaining, furnishing, transporting, and providing the straightedges required by Subse ction 406.09 will be paid for under the appropriate Section 631 pay item included in the Contract. All costs associated with obtaining samples for acceptance testing, including taking cores and filling the core holes, will be incidental to the cost of the pay item being sampled. The cost of uniformed traffic officers and flaggers used while taking cores for acceptance testing and filling the core holes will be paid for under the appropriate Section 630 Contract item. When not specified as items in the Contr act, the costs of sweeping and cleaning existing paved surfaces and tacking of utility structures, curbing, gutters, and other contact surfaces will not be paid for directly but will be incidental to the appropriate Bituminous Concrete Pavement pay item. Bituminous concrete mixtures approved by the Engineer for use in correcting deficiencies in any full depth reclamation, recycled bituminous pavement, or subbase constructed as part of the Contract will not be paid for as Bituminous Concrete Pavement but wil l be incidental to the Contract item being corrected.
4-45 Payment will be made under:
Pay Item Pay Unit 406.0110 Bituminous Concrete Pavement, Type IS, QA Tier I ............................... Ton 406.0120 Bituminous Concrete Pavement, Type IS, QA Tier II .............................. Ton 406.0130 Bituminous Concrete Pavement, Type IS, QA Tier III ............................ Ton 406.0210 Bituminous Concrete Pavement, Type IIS, QA Tier I .............................. Ton 406.0220 Bituminous Concrete Pavement, Type IIS, QA Tier II ............................ Ton 406.0230 Bituminous Concrete Pavement, Type IIS, QA Tier III ........................... Ton 406.0310 Bituminous Concrete Pavement, Type IIIS, QA Tier I ............................ Ton 406.0320 Bituminous Concrete Pavement, Type IIIS, QA Tier II ........................... Ton 406.0330 Bituminous Concrete Pavement, Type IIIS, QA Tier III .......................... Ton 406.0410 Bituminous Concrete Pavement, Type IVS, QA Tier I ............................ Ton 406.0420 Bituminous Concrete Pavement, Type IVS, QA Tier II ........................... Ton 406.0430 Bituminous Concrete Pavement, Type IVS, QA Tier III .......................... Ton 406.1410 Bituminous Concrete Pavement, Type IVSB, QA Tier I .......................... Ton 406.1420 Bituminous Concrete Pavement, Type IVSB , QA Tier II ........................ Ton 406.1430 Bituminous Concrete Pavement, Type IVSB, QA Tier III ....................... Ton 406.2400 Bituminous Concrete Pavement, Surface Preparation, Type IVS ............ Ton 406.3400 Bituminous Concrete Pavement, Non -Paver Placed, Type IVS ............... Square Yard 406.9100 Pay Adjus tment, BCP, Mixture Properties (N.A.B.I.) .............................. Dollar 406.9200 Pay Adjustment, BCP, Mat Density (N.A.B.I.) ................................ ........ Dollar 406.9300 Pay Adjustment, BCP, Longitudinal Joint Density (N.A.B.I.) ................. Dollar 406.9400 Pay Adjustment, BCP, Pavement Roughness (N.A.B.I.) .......................... Dollar
4-46 Sectio N 407 – Bonde D Wearin G Course
407.0 1 DESCRIPTION . This work shall consist of applying a bonded wearing course pavement. This work shall be performed in conformance with the lines, grades, thicknesses, and typical cross -sections shown on the Plans or established by the Engineer. 407.0 2 MATERIALS . Materials shall meet the requirements of the following subsections: Performance -Graded Asphalt Binder ................................ ................................ ......... 702.01 Polymer -Modified Emulsified Asphalt ................................ ................................ ......702.02(c) Anti-Strip Additives ................................ ................................ ................................ ...702.04 Aggregate for Bituminous Concrete Mixtures ................................ ........................... 704.10 General Bituminous Concrete Mixture Design Requirements ................................ ..716.02(a) Bonded Wearing Course Mixtures ................................ ................................ ............. 716.02(c) Bituminous Mixing Plant and Laboratory ................................ ................................ .716.03 Prepari ng and Mixing Bituminous Concrete Mixtures ................................ .............. 716.04 407.0 3 AGENC Y MATERIA L EVALUATION . Bonded wearing course will be sampled and tested on a statistically random basis for both quality control and acceptance in accordance with the specified requirements, and the material quality will be evaluated based on the results of these tests. The act ual mixture produced shall not vary from the job mix formula target values by more than production tolerances specified in Table 407.03A . For the purposes of verification sampling, the tolerances given in Table 407.03A will be considered the specification limits for an individual sample. Continued production outside these ranges will be grounds to halt production and rescind the mix design. TABLE 407.03A – MIXTURE PRODUCTION TOLERANCES Material Property Lower Mixture Tolerance Upper Mixture Tolerance Aggregate, percent passing the 3/8 inch (9.50 mm) or larger sieves (dry sieve) JMF – 4% JMF + 4% Aggregate, percent passing the No. 4 (4.75 mm) sieve through the No. 16 (1.18 mm) sieves (dry sieve) JMF – 3% JMF + 3% Aggregate, percent passing the No. 30 (0.600 mm) sieve through the No. 100 (0.150 mm) sieves (dry sieve) JMF – 2% JMF + 2% Fines, percent passing the No. 200 (0.075 mm) sieve (dry sieve) JMF – 1.5% JMF + 1.5% Mixture temperature 1 JMF – 20°F JMF + 20°F Asphalt binder content JMF – 0.4% JMF + 0.4% 1 The m ixture temperatures shall not exceed 355°F.
Source: Vermont Standard Specifications for Construction, 2024 Edition. Pages 329–363 of 1,380.