401-3 10
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 evaluated into 4 sublots in accordance with the requirements of §40 4-3.08, Pavement Density Samples. The material will be left in -place when either of the following sets of conditions is met.
A.The calculated plant air voids used for payment are greater than 5.5% and less than or equal to 7.0%, the asphalt content, based on automation, is within 0.2% of the production target, the Contractor achieved field density of 93% minimum and there are no defects such as, but not limited to, cracking, raveling, rutting, shoving, or bleeding.
B.The calculated plant air voids used for payment are greater than or equal to 1% and less than 1.5%, the validated QC and QA plant air void test results, according to MP 401, average 1.5% to 5.5%, the asphalt content, based on automation, is within 0.2% of the production target, the contractor achieved field density of 93% minimum, and there are no defects such as, but not limited to, cracking, raveling, rutting, shoving, or bleeding.
C.If the material does not meet the above conditions or it is unknown, such as for mixes accepted based on gradation or if QA testing was not required, the Engineer will determine if the material in question may remain in -place considering, but not limited t o, the following:
1.Type of material produced
2.The layer in which the material was placed
3.The location and traffic volume
4.Laboratory test results
5.Field test results, such as density If the subject material is left in -place, it will be assigned a QAF of 0.85. If determined the subject material will not be left in -place, the Contractor shall remove and replace the material at no additional cost to the State.
401-4 METHOD OF MEASUREMENT. The quantity will be the number of tons delivered as
determined from the automated proportioning system, the delivery vehicle weigh system, or the asphalt mixture holding bin weigh system. The measurement or calculation will be the quantity based on the measured amount and reported to the nearest 0.01 of a ton. SECTION 402 - VACANT SECTION 403 - VACANT SECTION 404 - ASPHALT PAVEMENTS
404-1 DESCRIPTION. These specifications apply to all plant mixed asphalt produced at a production
facility under Section 401 Plant Production This work will consist of providing, placing, and performing density monitoring of one or more courses of asphalt pavement constructed on the prepared foundation in accordance with the contract documents or as directed by the Engineer.
404-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-2 – MATERIALS.
404-2.01 General. Aggregate, Performance Graded (PG) Binder, and Warm Mix Asphalt Technology
shall be from suppliers listed in the Department’s Approved List for Fine and Coarse Aggregates, Performance Graded (PG) Binders and Warm Mix Asphalt Technology for Asphalt Paving, respectively. Mineral filler shall meet the requirements of §703 -08. A PG Binder grade and the mix design gyration will be specified by Special Note in the contract documents. The use of the WMA Technology shall comply with the latest technology supplier’s approved “Production, Testing, and Compaction Details” .
404-2.02 Composition of Mixtures. Asphalt mixture shall meet the requirements of §401 -2 of the
Standard Specifications and the mixture design procedure in Materials Method (MM) 5.16, Asphalt Mixture Design and Mixture Verification Procedures . The Contractor shall be responsible for the quality and performance of the mixture created from approved components.
404-3 Construction Details .
• Mix Temperature. The desired asphalt mixture temperature shall be within the mixing and compaction range as recommended by the WMA technology provider and shall not exceed 295°F at the point of discharge of the haul vehicle, unless a higher temperature is approved by the Regional Materials En gineer. • Pre-pave Meeting. The Engineer will conduct a pre -pave meeting prior to any asphalt mixture placement. The attendees at this meeting will include the Regional Materials Engineer, Paving Superintendent, Chief Inspector or Paving Inspector(s), Asphalt Plant Representative, Density Gauge Operator (depending on the compaction method used), and a Work Zone Traffic Control (WZTC) representative. The participants should be prepared to discuss the steps necessary to complete the work successfully. • Participants will review all aspects of the requirements including, but not limited to, the following: o Warm Mix Technology dosage rates o Asphalt mixture target temperatures o Anticipated mixture production, delivery rate, and paving speed. o Seasonal considerations with operations o Equipment and setup o Mix codes to assure correct mixture is delivered o Gauge operator certification o Proper construction practice to provide quality product
404-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 o WZTC Activities • Certified Gauge Operator. When a density gauge is used to monitor pavement density, the Contractor shall provide a certified operator with a current Density Gauge Inspector Certification from the Associated General Contractors (NY Chapter), or its equivalent*, as determined by the Director of the Materials Bureau. *Equivalence: Operators that possess a current Paving Inspector Certification from Northeast Transportation Technician Certification Program (NETTCP) and pass the current Density Gauge Inspector Certification exam shall be considered to have an equivalent certification.
404-3.01 Temperature and Seasonal Limitations .
A.Surface Temperature.
1.Surface Temperature. Asphalt mixture shall be placed only when the pavement surface temperature is equal to or greater than those specified in Table 404-1 Temperature Requirements.
2.Temperature Measurement. The Contractor shall furnish a surface thermometer capable of reading surface temperature to the nearest 1°F for the exclusive use of the Engineer. The Engineer will measure pavement surface temperatures on the surface where the mixture is to be placed. The controlling temperature will be the average of three readings taken at locations 25 feet apart utilizing a surface thermometer covered by insulation for 10 minutes or until a constant temperature is reached.
B.Seasonal Limits. Top Course on mainline and shoulders shall be placed between April 1 and November 30 for the counties of Dutchess, Orange, Putnam, Rockland, Westchester, Nassau, Suffolk, and the City of New York. For all other counties, Top Course shall be placed between April 15 and October 31. When placing asphalt Top Course outside the seasonal limitations, the Contractor shall provide a limited warranty against defects in such work. Performance of the warranty should be in accordance with Materials Pro cedure (MP) 404 -01, Warranty Requirements for Asphalt Top Course . Unless specified elsewhere in this specification or contract documents, these seasonal limits do not apply for any other asphalt pavement course placement.
C.Temporary Asphalt Placements. Asphalt mixture placement for temporary detours, which will not become part of the permanent pavement, are not subject to the temperature and seasonal limitations, but must be approved by the Engineer when placed outside temperature and seasonal limits. Any damaged areas identified by the Engineer on the temporary asphalt placements shall be repaired within one workday after the notification.
D.Miscellaneous Asphalt Placements. The Engineer may allow the placement of asphalt mixtures for curbs, driveways, sidewalks, gutters, and other incidental construction below the minimum TABLE 404-1 TEMPERATURE REQUIREMENTS Nominal Compacted Lift Thickness Surface Temperature Minimum ≤ 1 in 50°F 1 in < Thickness ≤ 3 in 45°F > 3 in 40°F
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 temperature and outside the seasonal limits to expedite the completion of the work.
E.Scheduling Asphalt Placement. The Contractor shall schedule paving operations such that all asphalt mixture placements are completed within the temperature and seasonal limitations. Should paving operations not be completed within temperature and seasonal limitations, the Contractor shall provide all temporary materials and work necessary such as shimming of castings and protrusions, drainage of the roadway, providing acceptable rideability, and ot her work for adequate work zone traffic control. This shall be at no additional cost to the State. When the approved schedule indicates that Base or Binder course, which will be permanently incorporated into the work, is to be left open to traffic over the winter, the Contractor shall apply joint adhesive to all the joints in accordance with Section 418 Asphalt Pavement Joint Adhesive . When the anticipated top course is not placed within the seasonal limits as scheduled, the Contractor shall apply joint adhesive over the exposed joints in the Binder course at least 2 inches wide centered on the exposed joint at no additional cost to the State. The Contractor shall repair damaged areas to the Base or Binder course left over the winter prior to placing subsequent course(s) at no additional cost to the State.
404-3.02 Pavers. The paver shall be capable of spreading and finishing courses of asphalt mixture in lane
widths, shoulders, or similar construction applicable to the specified typical section and thicknesses shown on the plans. When a paver is found to be defective, either before or during its use, it shall be repaired or replaced immediately. The paver shall meet the following requirements:
A.Self-powered with an activated screed or strike -off assembly.
B.Capable of operating at forward speeds consistent with satisfactory placement of the mixtures.
C.Have a receiving hopper with enough capacity for uniform spreading operation and with automatic flow controls to place the mixture uniformly in front of the screed.
D.Heat the screed or strike -off assembly as necessary to produce a finished surface of the required smoothness and texture without tearing, shoving, or gouging the mixture.
E.When screed extensions are necessary for placement of mainline pavement, the extensions shall be of the same design as the main screed.
F.The auger and tunnel extensions shall be mounted on the paver when the screed is extended more than 1 foot for fixed paving widths wider than 12 feet.
G.When used for placing the initial paving course, Base, Binder, and Top Courses, the paver shall be equipped with automatic transverse slope and longitudinal grade screed controls that can be operated from either side of the paver. The controls shall automatically adjust the screed and increase or decrease the mat thickness to compensate for irregularities in the existing surface. The controls shall also be capable of maintaining the proper transverse slope and be readily adjustable so transitions and super -elevated curves can be satisfactorily paved. The controls shall be c apable of operating from suitable fixed or moving references as prescribed in §404 -3.06 Spreading and Finishing . The transverse slope and longitudinal grade screed controls of the paver may be manually adjusted according to the requirements of §404 -3.06 Spreading and Finishing. Automatic screed controls are not required for shoulders, temporary detours, behind curbs, where existing grades at roadway intersection or drainage structure must be met, or in other areas where its use is impractical.
404-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.03 Hauling Equipment. Transport trucks shall have clean, smooth, tight metal beds with waterproof covers for transporting asphalt mixtures to the work site. A waterproof cover shall be mounted in such a manner that it covers the entire load and overlaps the vehicle’s sideboards and back by a minimum of 6 inches and is fastened except for live-bottom trucks that has a channelized tarp system. The inside surface of the vehicle body may be lightly coated with a release agent listed on the Approved List for Release Agents. The use of petroleum products or solvents as release agents is prohibited. All hauling equipment is subject to the approval of the Engineer.
404-3.04 Rollers. Contractor shall use vibratory, oscillatory, static steel wheel type, or pneumatic tire
rollers capable of compacting asphalt pavement and weighing at least 8 tons. The Engineer will inspect rollers prior to the start of paving operations to determine acceptability. The rollers should be in good mechanical condition, and capable of operating at speeds slow enough to avoid displacement of the mixture. Rollers that result in excessive crushing of aggregate shall not be used. All rollers shall have either a sticker or a plate installed on the roller indicating the recommended settings for amplitude, frequency, and tire pressure (pneumatic) for the thickness of pavement being rolled. Vibratory rollers shall be set up such that they produce a minimum of 12 impacts per foot during the compaction process.
404-3.05 Conditioning of Existing Surface. The Contractor shall use the provisions of Section 633
Conditioning Existing Pavement Prior to Asphalt Overlay to clean the surface of the existing pavement prior to the application of new asphalt mixture or when specified in the contract documents, to fill joints and cracks, and perform repairs. Any foreign material resulting from construction operations shall be cleaned at no additional cost to the State. For filling the wheel ruts, the Contractor shall use Shim Course or 6.3 Top Course unless a specific asphalt mixture is specified. The mixture used for filling ruts shall be compacted with a minimum of three passes of a pneumatic rubber tire roller. If the true and leveling (T&L) course is specified in the contract documents using a specific mixture type, the Contractor shall place the course(s) with a minimum variable thickness to bring the surface of the existing pavement to the same transverse slope and longitudinal grade required for the finished pavement surface. If the mixture type is not specified, the Contractor shall use Table 404 -2 Mixture Selection for T&L Course , to select the appropriate mixture type. The selection of the mixture shall be such that dragging of stones at the thin edge is minimized, including when constructing wedges for super -elevation. If dragging is excessive in any T&L course, a different T&L mixture shall be selected for the application. The surface of this course will be tested in the same manner prescribed in §404 -3.10 Surface Tolerance , except that the allowable variation from the true surface after compaction shall not exceed ⅜ inch.
404-3.06 Spreading and Finishing
A.Tack Coat. The Contractor shall apply tack coat, in accordance with Section 407 Tack Coat , between all asphalt pavement lifts regardless of the duration between the lifts. Tack coat is not TABLE 404-2 MIXTURE SELECTION FOR T&L COURSE Compacted Thickness Range (in) Mixture Type Thickness ≤ 1 6.3 Top Course or Shim 1 ½ < Thickness ≤ 2 9.5 Top Course 2 < Thickness ≤ 2 ½ 12.5 Top Course 2 ½ < Thickness ≤ 4 19.0 Binder Course 3 < Thickness ≤ 5 25.0 Binder Course 4 < Thickness ≤ 6 37.5 Base Course
404-3 06
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 required on the surface of Permeable Base courses. Paving over a tack coat should not commence until the emulsion has broken (goes from brown to black) or is tacky when touched.
B.Joint Adhesive. The Contractor shall apply joint adhesive in accordance with Section 418 Asphalt Pavement Joint Adhesive to all pavement joints butting against the new asphalt placement including curbs, median barriers or similar. The application of joint adhesive is for Top Course only unless it is specified for other courses in the contract documents or as required under §404 -3.01E Scheduling Asphalt Placement.
C.Asphalt Mixture Temperature. Asphalt mixture temperature shall not exceed 295°F at the point of discharge of the haul vehicle unless a higher temperature is approved by the Regional Materials Engineer.
D.Asphalt Mixture from Multiple Plants. Asphalt mixture from multiple plants shall not be supplied to a single paver.
E.Reference Line. The Contractor shall erect and maintain a taut reference line positioned at or near the pavement centerline or edge to guide the paver when the initial asphalt pavement course is laid for new or reconstructed pavement. The reference line shall be supported at approximately 25 -foot intervals on tangent sections and at closer intervals on curves. The line shall be tensioned sufficiently to remove any sagging. A moving reference of at least 30 feet can be used in lieu of a reference line with approval of the Engineer. The moving reference may be a floating beam, ski, or other suitable type such that the resulting pavement course surface is even. A short ski or shoe may also be used for the initial course with the approval of the Engineer if a satisfactory fixed reference such as a curb, gutter, or other reference is adjacent to the pavement. A short ski may be used over any course in an adjacent lane that is used as the reference. If the proposed floating beam or the short ski does not produce the results similar to those obtained using a taut reference line, the use of the devices shall be discontinued, and a taut reference line shall be erected.
F.Asphalt Mixture Placement. The paver shall be used to place the asphalt mixture either over the entire width or over a partial width that is practical. The paver speed shall be coordinated with the rate of delivery of the mixture to provide a steady and continuous placement of the mixture without interruption. The Contractor shall provide details of the anticipated mixture delivery rate and the anticipated paver speed at the pre -pave meeting. The asphalt mixture shall be placed on a clean, dry, tack-coated surface. If the areas to be paved are less than 1,000 square feet or small and scattered, the asphalt mixture may be spread by hand or other method approved by the Engineer. For these areas, the mixture shall be dumped and spread such that the compacted thickness meets the thickness specifications located in the contract documents.
G.Top Course Texture and Color. The Top Course asphalt mixture shall be supplied from a single plant for the duration of the work such that the pavement surface has a uniform color and texture, except when a contract includes multiple paving sites, or the paving length is more than 5 miles and supply from multiple plants to either end of the paving length is practical. In that case, the above requirement will apply to each paving site and locations at either end of the paving length as approved by the Engineer. Limits of each site will be subject to approval by the Engineer. If a plant breaks down, another plant may supply mixture if the aggregate used for producing the asphalt mixture is from the same source, with the concurrence of the Engineer. When echelon paving is utilized, multiple plants may be used to supply mixture provided the aggregate used is from the same source. The provisions of §404 -3.06 D Asphalt Mixture from Multiple Plants apply.
404-3 07
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 H. Wet Surface. Asphalt mixture shall not be placed on any wet surface. Wet surface is defined as one that is moistened, covered, or soaked with water.
404-3.07 Compaction. The Contractor shall compact the asphalt mixture sufficiently using the
appropriate compaction method to achieve pavement densities of at least 93%, expressed as a percentage of the mixture’s maximum theoretical density (MMTD). The asphalt mixture shall be compacted using rollers meeting the requirements of §404 -3.04 Rollers . A minimum of two rollers, one for breakdown and one finish roller, shall be used unless the asphalt mixture placement is on a bridge deck, bridge approaches, or other areas where one roller may be sufficient to achieve the required density. When paving multiple lanes simultaneously, the required number of rollers shall be increased proportionately for each additional full lane width unless otherwise approved by the Engineer. The asphalt mixture shall be compacted immediately after placement, and when the mixture is in the proper condition such that the rollers do not cause displacement, cracking, or shoving. Initially, all courses shall be compacted with the roller traveling parallel to the centerline of the pavement, beginning at each edge, and working toward the center. The super -elevated curves shall be compacted starting at the low-side edge and working toward the higher edge. Any displacement caused by the roller, or any other causes, shall be corrected immediately using rakes and additional asphalt mixture as required. The roller wheels shall be properly moistened with water, water mixed with small quantities of detergent, or other approved material, to prevent adhesion of the mixture to the rollers. The use of petroleum products or solvents are not allowed to prevent adhesion. The asphalt mixture along forms, curbs, headers, walls, and other areas not accessible to rollers shall be compacted with mechanical tampers, a trench roller, or a small vibratory roller with the approval of the Engineer. The Contractor shall remove and replace any asphalt mixture that becomes loose and broken, mixed with dirt, or is in any way defective and the new mixture shall be compacted to conform to the surrounding area. Any areas showing an excess or deficiency of asphalt material shall be corrected immediately. Vibratory compaction is not allowed when asphalt mixture is placed on a structural bridge deck or other structures with less than 2 feet of cover over the structure or when specified in contract documents. The Contractor shall repair all damages which may occur to the highway components and adjacent property, including buried utility and service facilities, at no additional cost to the State. Steel wheel rollers running on static mode, pneumatic rollers or oscillatory rollers shall be used on the bridge decks. The Contractor shall monitor pavement density for 60 and 70 Series compaction using density gauges meeting the provisions of §404 -3.07E Density Gauges . The density gauge operator shall possess a current Density Gauge Inspector Certification from The New York State Associated General Contractors, or its equivalent, as determined by the Director, Materials Bureau. Any asphalt placement under 60 and 70 Series monitored by a gauge operator whose certification is revoked for reasons outlined in the New York State Inspector Certification Program Manual under “Decertification”, shall be evaluated in accordanc e with §404 -3.14 Pavement Evaluation , using the results of pavement samples taken in accordance with §404 -3.08 Pavement Density Samples.
A.50 Series Compaction Method. All material placed on the traveled way and ramps that are 1500 feet or greater in length, shall be subject to a pavement density Quality Adjustment Factor (QAF). A paving lot is defined as a day’s placement of at least 200 tons. Each paving lot shall be equally divided into sublots in accordance with Materials Procedure (MP) 404 -02 Asphalt Pavement Density Determination, based on the quantity placed. When the quantity placed is less than 200 tons in a day, pavement samples are not required and the density QAF for that day will be 1.00 provided the procedures used to obtain pavement densities in these areas are similar to the previously placed pavement sections. For quantity of more than 200 tons but less than or equal to 2000 tons in a day, the Engineer will divide the lot int o 4 equal sublots. When the quantity exceeds 2000 tons, the Engineer will select one additional pavement core location for up to every 500 tons over 2000 tons, up to a
404-3 07
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 maximum of 8 cores for a lot. Ramps less than 1500 feet in length and shoulders will not be considered part of the traveled way and are not subject to coring. The Engineer will mark a pavement core location in each sublot in accordance with §404 -3.08A Pavement Cores once the compaction operation is completed, excluding the first 300 feet of the day’s placement. The Contractor shall extract pavement cores at the marked locations in each sublot and fill the pavement core holes before the road is open to traffic in accordance with §404 -3.08 B Filling Core Holes . The pavement cores shall be extracted no later than the end of the following day’s placement. The Contractor shall deliver the sealed pavement cores to the Regional Materials Laboratory in accordance with §404 -3.08 E Sample Delivery . The Regional Laboratory will test core samples and determine the percent density using the maximum theoretical density samples taken in accordance with §404 -3.08 C Loose Mix Samples . The results of this analysis will be used to determine the pavement density Quality Adjustment Factor (QAF) in accordance with MP 404-02 and submitted to the Engineer prior to the end of the next business day upon the delivery of the samples . The Engineer will apply the pavement density QAF to the material placed on that day in accordance with §404.4 Method of Measurement , Table 404-6, Quality Adjustment Factors for 50 Series . When two consecutive lots are found to have a density QAF equal to or less than 0.85, the Contractor shall stop paving operations and provide a corrective action plan. The Contractor shall compact material on shoulders, widening, crossovers, bridges, and ramps with a uniform full-width section of less than 1500 feet in length using the same roller pattern as traveled way. If the shoulder subbase is structurally insufficient to sustain the level of compaction such that the shoulder shows sign of distress during compaction, the compaction effort shall be decreased until no further damage occurs to the shoulder or subbase.
1.Multiple Paving Lots: When the work includes multiple paving operations such as simultaneous paving at different site locations and/or echelon paving, each paving operation shall be considered a lot and evaluated separately. When asphalt pavement is placed continuously during a calendar day or more, a new paving lot will be defined when the paving crew shift change occurs.
B.60 Series Compaction Method. This method requires the Contractor to monitor pavement density using a density gauge and pavement cores. The Contractor shall construct the pavement to achieve a pavement density of at least 93% of the mixture’s maximum theoretical density (MMTD).
1.First day of Paving. The Contractor shall construct the pavement using an interim Project Target Density (PTD). The interim PTD will be 94.5% of the MMTD. The first 300 feet shall be used to adjust the paving operation. The Contractor shall take density readings at every 200 feet along the length of the pavement for each paver pass, in accordance with MP 404 -02. The density gauge readings shall be recorded on the appropriate BR form based on the type of gauge used. The Contractor shall ensure the density gauge readings meet the PTD. If the density readings at two consecutive locations fall below 97% of the PTD or if the moving average of the last 10 density readings falls below 98% of the PTD, the Contractor shall adjust the PTD.
a.At the end of the first day’s placement, or when the paving operation is stopped as mentioned above, the Engineer will randomly select and mark 4 pavement core locations in accordance with §404 -3.08, excluding the first 300 feet.
b.The Contractor shall take density gauge readings, in accordance with MP 404 -02 at each pavement core location prior to extracting the cores. The Contractor shall fill Form BR 109 with density gauge readings, gauge type, model, and the serial number.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 c. The Contractor shall extract pavement cores at the marked location in each sublot and fill the core holes before the road is opened to traffic. The density gauge readings and sealed pavement cores shall be delivered to the Regional Materials Laboratory in accordance with §404 -3.08 Pavement Density Samples .
d.The Regional Materials Laboratory will determine the percent density using representative samples taken in accordance with §404 -3.08 C Loose Mix Samples . The results of this analysis will be used to determine the actual Project Target Density (PTD) and the pavement density Quality Adjustment Factor (QAF). The results will be submitted to the Engineer prior to the end of the next business day following the delivery of the samples.
e.The Engineer will apply the pavement density QAF to the material placed on that day in accordance with §404 -4 Method of Measurement , Table 7, Quality Adjustment Factors for 60 Series. When the quantity placed is less than 200 tons in a day, the density QAF for that day will be 1.00.
2.Routine Paving : The Contractor shall compact the pavement using the calculated PTD. If the calculated PTD differs from the previous PTD by more than 2 lbs/ft3, the Engineer will establish a new PTD. Density readings shall be taken every 200 feet along the length of the p avement for each paver pass, in accordance with MP 404 -02. The density gauge readings shall be recorded on the appropriate BR form based on the type of gauge used. The minimum density reading shall be at least 97% of the PTD at a single test location and 9 8% of the PTD calculated as a moving average of the last 10 test locations. If density readings over two consecutive locations fall below 97% of the PTD or if the moving average of the last ten (10) density readings falls below 98% of the PTD, the Contract or shall stop routine paving operations. The Engineer will randomly select four (4) cores over the entire day’s paving. The Contractor shall take density gauge readings at each location, fill out Form BR 109, extract the cores, and deliver the cores to t he Regional Laboratory.
3.Coring Frequency: The Engineer will select 4 core locations every third day of paving after the first day of paving, in accordance with MP 404 -02, excluding the first 300 feet. On non - coring days, the Engineer will request pavement samples for density verification of asphalt pavement placed under the following situations at no additional cost to the State.
a.Insufficient number of density readings recorded, either at a specific location or at the required frequency.
b.Paving completed after the only density gauge on site breaks down.
c.Gauge readings do not seem to accurately represent the asphalt pavement density. The Contractor shall extract the cores and deliver them to the Regional Materials Laboratory for analysis in accordance with §404 -3.08E. The Regional Materials Laboratory will determine the PTD and the pavement density QAF. The Engineer will apply the QAF in accordance with §404 -4 Method of Measurement , Table 7 to the material placed on that day. Density on shoulders, ramps, widening and crossovers shall be monitored with the same density gauge to ensure the PTD is achieved. If the shoulder subbase is structurally insufficient to
404-3 07
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 sustain the level of compaction such that they show signs of distress, the Contractor shall decrease the compaction effort until no damage occurs to the shoulder or subbase.
4.Multiple Paving Lots: Will be in accordance with 404-3.07A. 50 Series Compaction Method, Multiple Paving Lots.
C.70 Series Compaction Method. The Contractor shall construct a test section in accordance with the provisions of Test Section below, prior to the placement of asphalt mixture. The placement of asphalt mixture, including the construction of the test section, shall not begin unless both a density gauge and a certified operator are present.
1.Test Section. On the first day of paving, the Contractor shall place and compact a test section on the mainline with a maximum of 1,500 linear feet in one lane to establish the Project Target Density (PTD) using the “peak” method. The location of the test section will be approved by the Engineer. The Contractor shall use the same equipment and procedures to be used in the construction of the remainder of the course. The first 300 feet of the test section shall be used to stabilize the paving operation. Initially, the mixture shall be compacted with a breakdown roller. The Engineer will select three random locations in accordance with MP 404 -02 and mark these sites so that subsequent density testing can be performed at the same locations. The Contractor shall make necessary vibratory and static passes to “peak” the pavement density such that the density gauge reading shall yield a density of at least 93% of the MMTD. The Contractor shall take density readings at the three selected sites after every additional machine pass until a “peak” density is achieved. A “peak” density is achieved when the increase in density is less than 2 lbs/ft3 and it typically occurs when pavement is compacted at 175ºF or less. The Contractor shall stop further compaction if the pavement shows signs of distress. The PTD is the average of the highest density readings from each of the random locations. The calculated PTD shall be used to monitor the pavement density. The Engineer may request pavement cores to verify the PTD in accordance with MP 404 -02. The Contractor shall begin routine paving only after the PTD has been established. Density readings shall be taken every 200 feet along the length of the pavement for each paver pass, at locations randomly selected by the Engineer, in accordance with MP 404 -02. The readings shall be recorded on the appropriate BR form based on the type of gauge used. The minimum density reading shall be at least 97% of the PTD at a single test location and 98% of the PTD calculated as a moving average of the last 10 test locations. If density gauge readings over two consecutive locations fall below 97% of the PTD or if the moving average of the last 10 density gauge readings falls below 98% of the PTD, stop routine paving operations and construct a new test section. Density on shoulders, ramps, widening and crossovers shall be monitored with the same density gauge to ensure the PTD is achieved. The appropriate BR form based on the gauge shall be used to record the density readings in accordance with MP 404 -02. If the shoulder subbase is structurally insufficient to sustain the level of compaction such that they show signs of distress, the Contractor shall decrease the compaction effort until no damage occurs to the shoulder or subbase. The Engineer may request pavement samples for density verification of asphalt placed under the following situations at no additional cost to the State.
a.Insufficient number of density readings recorded, either at a specific location or at the required frequency.
b.Paving completed after the only density gauge on site breaks down.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 c. Gauge readings do not seem to accurately represent the asphalt pavement density.
D.80 Series Compaction Method. The Contractor shall place and compact asphalt mixture using roller passes required in Table 404-3, Number of Machine Passes . The number of passes listed in Table 404- 3 may be increased or decreased by the Engineer to obtain adequate density. The Contractor shall complete all breakdown roller passes before the mat temperature falls below 230°F. Ruts, ridges, roller marks, or other irregularities from the surface shall be removed using static rolling. All the turning of the rollers shall be performed on material which has at least one roller pass to minimize damage. The Engineer may approve alternate compaction procedures for areas where the specified procedures are not applicable. Oscillatory rollers may be used for either rolling option. TABLE 404-3 NUMBER OF MACHINE PASSES Pavement Courses and Lift Thicknesses Static Compaction3 Vibratory Compaction2 Steel Wheel Rollers Pneumatic Rollers Vibratory Passes Static Passes ≥3” 8 4 4 4 >1” to < 3” 6 3 3 3 ≤ 1” 4 2 2 2 Type 5 Shim 2 - - - Permeable Base1 2 - - -
1.For the Permeable Base course, compact the mixture between 140°F and 230°F.
2.A vibratory pass is defined as one movement of a roller over the pavement with both drums vibrating and a static pass is defined as one movement of a roller over the pavement without both drums vibrating.
3.Where Static Compaction is required, an Oscillatory Roller used in oscillation mode may be used in lieu of a pneumatic roller.
1.Static Compaction. The Contractor shall compact the asphalt mixture using a 3-roller train. The rollers shall make passes at a uniform speed not to exceed 3 mph. The asphalt mixture shall be compacted with steel -wheel rollers operating in a static mode with each pass overlapping the previous roller pass by one-half the width of the roller followed immediately with a pneumatic rubber -tired roller. A steel -wheel roller shall be used for finish rolling the asphalt mixture to remove all shallow ruts, ridges, roller marks, and other irregularities from the surface. When the compaction procedure fails to produce acceptable results, the procedure shall be adjusted to obtain the desired results.
2.Vibratory Compaction. The Contractor shall compact the asphalt mixture using a minimum of two rollers, one for breakdown and one finish roller, unless the asphalt mixture placement is on a bridge deck, bridge approach, or other area where one roller may be sufficient to achieve the required density. When paving multiple lanes simultaneously, the required number of rollers shall be increased proportionally for each additional full lane width. The rollers shall make passes at a uniform speed to achieve a minimum of 12 impacts per foot. The Contractor shall furnish a vibrating reed tachometer for the exclusive use of the Engineer. The vibrating reed tachometer shall meet the following requirements:
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. A frequency range of 1,000 vpm to 4,000 vpm
b.A minimum reed interval of 50 vpm between 1,000 vpm and 2,000 vpm
c.A minimum reed interval of 100 vpm between 2,000 vpm and 4,000 vpm. The settings on the rollers shall be set to produce a minimum of 12 impacts per foot during the compaction process. Impacts are defined as the number of times a drum hits the pavement within one foot of travel. The Engineer will determine the impacts by using the following formula: VPM = Frequency of the roller (vibration per minute) Speed = Speed of the roller (feet per minute) When satisfactory compaction is not obtained, or damage occurs to highway components and/or adjacent property using vibratory compaction equipment, the use of the vibratory compaction method shall be ceased, and the remainder of the work shall be completed using static compaction methods in accordance with 404 -3.07-D - 1. Static Compaction . This will be at no additional cost to the State. If the number of roller passes are not being made or the roller setup does not provide the minimum impacts per foot consistently, the Contractor shall stop the paving operation and adjust the process as necessary to meet the requirements, and then restart the operation with the approval of the Engineer.
E.Density Gauges. The density gauges used for monitoring pavement density in accordance with MP 404 -02 shall meet the following requirements:
1.Nuclear Density Gauge. A Safety Control plan shall be submitted at least two weeks prior to using the gauge. The nuclear density gauge shall meet the following requirements:
a.Consist of a radioactive source, scaler, and other basic components housed in a single backscatter unit.
b.Calibrated at least every two years.
c.Operated by personnel trained in the principles of nuclear testing and safety practices.
2.Non-nuclear Density Gauge. The non-nuclear density gauge shall meet the following requirements:
a.Capable of functioning in the temperature and moisture levels experienced during asphalt paving.
b.Capable of determining the density of asphalt pavements by measuring changes in the electromagnetic field resulting from the asphalt compaction process.
c.Calibrated at least every two years.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.08 Pavement Density Samples
A.Pavement Cores. The Engineer will select pavement core locations randomly in accordance with MP 404 -02 and outline a 10-inch diameter circle. The Contractor shall extract 6-inch diameter pavement cores from within the 10 -inch diameter circles outlined by the Engineer. The Engineer will not designate pavement core locations before the rolling operation is completed and all compaction equipment has moved off the sublot designated for coring. The Contractor shall notify the Engineer immediately if a pavement core is in a location that is believed to not represent the sublot. If necessary, the pavement may be cooled so that the core samples are not damaged during coring. If the pavement core sample does not de-bond during coring, the Contractor shall not attempt to separate the core sample from the underlying layers. The Regional Materials Laboratory (RML) will separate the pavement core layer required for testing from the underlying material by sawing, if necessary. The pavement cores shall be extracted and delivered to the Regional Laboratory no later than the end of the following day’s placement.
1.Companion Cores - Taking companion cores in the testable area is not allowed.
2.Quality Control Cores - The Contractor may take up to 2 cores within the first 300 feet at the beginning of the first day’s paving. Testing these cores shall be Contractor’s responsibilities and the results can be used for quality control (QC) purpose only . Any additional days of coring for QC must be approved by the Engineer.
B.Filling Core Holes. The Contractor shall fill the pavement core holes with a similar asphalt mixture immediately after extracting the cores or before opening the lane to traffic. Any standing water in the core holes shall be removed prior to backfilling. The core hole shall be filled in layers of 3 inches or less and each layer must be sufficiently compacted. The use of a shovel or similar method to compact the asphalt pavement is not allowed.
C.Loose Mix Samples.
1.50 Series - The Contractor shall take two loose mix samples either at the plant or at the project site for each day of paving on the traveled way. The samples must represent each day’s placement and the mixture maximum theoretical density (MMTD) shall be determined from them. The Contractor shall provide the MMTD results determined by the plant Quality Control Technician (QCT) and Quality Assurance Technician (QAT) to the Regional Materials Engineer with the pavement core samples. The Department may take loose mix samples from the paver using MP 404 -03 and use the results to supplement the daily MMTD when the QAT is not assigned at the plant. .
2.60 Series - The Contractor shall provide the plant Quality Control Technician (QCT) and Quality Assurance Technician (QAT) MMTD results to the Regional Materials Engineer for each day of paving on the traveled way. The Department may take loose mix samples from the paver using MP 404 -03 and the results used to supplement the daily MMTD when the QAT is not assigned at the plant.
3.Joint Density - The MMTD results representing the traveled way placement for 50 or 60 Series shall be used to determine percent density of the joint cores.
D.Securing Pavement Cores. The Engineer will secure and seal the pavement cores in accordance with MP 404 -02 once they have been extracted from the pavement.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 E. Sample Delivery. The Contractor shall deliver the pavement samples to the Regional Materials Laboratory no later than the end of the following day’s placement. If these samples are not submitted for any paving lot within the required duration, a QAF of 1.00 or less will be assigned for that lot if a QAF is applicable. When, for any reason, a delay occurs in the delivery of the lot samples for three consecutive lots, the Engineer will stop paving operations until the samples are delivered and tested.
F.Unacceptable Pavement Cores. The pavement cores will not be tested by the Department if they are damaged during extraction, or during transport to the Regional Materials Laboratory, or missing security seals. In that case, the Engineer will select new pavement core location(s) within a foot forward of the original location(s) at the same offset. The Contractor shall extract pavement cores from the newly identified location(s).
G.Pavement Density Core Test Results. Upon receipt of test results of the pavement cores provided by the Regional Materials Laboratory, the Contractor shall notify the Engineer within two (2) working days if the results are not representative of the pavement density. The notification shall include details as to which specific test results are not representative, and the reasons for such notification.
404-3.09 Joints. The finished pavement at all joints shall comply with the surface tolerance requirements
and exhibit the same uniformity of texture and compaction as other sections of the pavement course. Rollers shall not pass over the unprotected edges of a freshly laid mixture unless approved by the Engineer. All joints, excluding the tapered wedge joint, shall be constructed such that the exposed edge has the required lift thickness, and the alignment of the pavement course is straight, unless the exposed joint will not be part of the joint. If the edge of the newly placed pavement course is not straight or smoothly curved, the Contractor shall sawcut the edge by using a power saw or other approved tools to cut a neat straight edge . Prior to placing the adjacent course, a joint adhesive shall be applied in accordance with §404 -3.06 Joint Adhesive , to all pavement edges to provide bonding with the newly laid pavement. Successive asphalt pavement courses shall be placed over an underlying course such that all longitudinal joints are offset no more than 6 inches from the longitudinal joint of the lower pavement course, unless otherwise approved by the Engineer. Pavement courses on existing PCC pavement shall be placed such that all longitudinal joints are stacked on top of the joint of the underlying PCC pavement.
A.Transverse Joints. The asphalt pavement courses shall be placed as continuously as possible to limit the number of transverse joints. The transverse joints in adjacent lanes shall be staggered at a minimum of 10 feet. The transverse joint shall be formed by cutting back the previous placement to expose the full depth of the course. The paver shall be set such that material laid overlaps the previously placed edge by 2 to 3 inches at a thickness of approximately 25% of the compacted thickness of the course. Broadcasting the overlapped material ont o the fresh mat is not allowed. If the overlap is excessive, the extra material shall be trimmed uniformly along the joint. The coarse particles in the overlap material shall be removed and discarded, if necessary. The transverse joint shall be compacted in static mode with the roller parallel to the joint and perpendicular to traffic. Boards of proper thickness shall be placed at the edge of the asphalt pavement for the off -pavement movement of the roller. The first pass shall be made with the roller operating on the previously laid material with 6 to 8 inches of its drum(s) overlapping onto the uncompacted asphalt mixture. If a vibratory roller with pneumatic drive wheels is used, the first pass with one of the pneu matic wheels shall be aligned directly on the joint and the drum operating in static mode. The successive passes shall be made with the roller drum(s) moving approximately one foot onto the hot material per pass until half the width of the roller is on the hot mat.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Longitudinal Joints. The longitudinal joints in the asphalt Top Course shall correspond with the edges of the proposed traffic lanes. Other joint arrangements will require approval of the Engineer. For 70 and 80 Series, the dual -drum vibratory roller shall be operated in a vibratory mode, unless static rolling is required, to construct the longitudinal joint. Rollers shall be as close to the paver as practical. The first pass shall be made traveling toward the paver and operating on the hot mat with 6 to 8 inches of the roller drum overlapping onto the cold mat. The second pass shall be made to the joint with the roller traveling back away from the paver along the same path. If a single -drum vibratory roller with pneumatic drive wheels is used, the roller shall be operated in vibratory mode and following the same procedure as the dual -drum roller. The exception to this is that the roller will be aligned on the joint so that the pneumatic drive wheels travel on the joint. All turning movements of the roller shall be made on previously compacted material. After applying two roller passes on the longitudinal joint, the roller shall proceed to the low side of the lane and compact as described in §404 -3.07 Compaction . The longitudinal joint shall be constructed such that the compacted thickness of the newly placed mat shall not exceed ¼ inch of the adjacent mat. When the joint is constructed with an overlap, the overlap shall not exceed 2 inches. For all asphalt pavement courses other than Top Course, the longitudinal pavement joint shall not be exposed more than 100 feet at the end of the working day when traffic is maintained on the roadway during paving operations. For Top Course of 2.5 inches or less, refer to §404 -3.09D Exposed Longitudinal Joint . The longitudinal joint shall be constructed using one of the two options below:
1.Option A - Butt Joint. This method shall be used for the placement of all pavement courses except when the Option B – Tapered Wedge Joint requirements are met and is selected.
2.Option B - Tapered Wedge Joint. This method shall be used for 12.5 and 9.5 pavement courses with thickness of 2.5 inches or less, not to be used with a 6.3 pavement course. The asphalt mixture for the first pass shall be placed with an attachment to the paver to provide a sloping wedge with a vertical step -down of 1 inch at the longitudinal pavement joint. A wedge of material that is from the bottom of the step-down to the existing surface at a slope of 1 on 8 or flatter. The vertical step-down shall be ½ inch minimum after compaction of the mat. TAPERED WEDGE JOINT
C.Joint Density For 50 and 60 Series. Longitudinal joints in asphalt top course between travel lanes for 50 and 60 Series compaction methods are subject to a performance measure based on the core density testing. The Contractor shall select the joint construction method to provide optimum density at the joint. 1” VERTICAL STEPDOWN FIRST PASS SECOND PASS 1 ON 8 SLOPE OR FLATTER
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Cores will be taken from the total length of the joint matched daily. The number of cores extracted shall be in accordance with Table 404 -4 Longitudinal Joint Cores for 50 & 60 Series . The Engineer will randomly mark core locations centered over the constructed joint in accordance with MP
404-02 using the X coordinates only. A matched joint of 1500 feet or less is not subject to coring. The
Contractor shall extract cores on the same day the joint is matched or before the completion of next day’s placement. The cores shall be extracted in accordance with §404 -3.08A Pavement Density Samples and delivered to the Regional Laboratory. The Regional Materials Engineer will determine the core density using the mixture’s maximum theoretical density specified in §404 -3.08C. TABLE 404-4 LONGITUDINAL JOINT CORES FOR 50 & 60 SERIES Daily Joint Length (feet) No. of Cores 1,500 < Length ≤ 10,000 4 10,000 < Length ≤ 20,000 6 Length > 20,000 8
D.Exposed Longitudinal Joint . The exposure of longitudinal joints is not allowed over the weekends, holidays, or when there are other concerns, such as pending wet weather. The joint for the Top Course with a thickness of 2.5 inches or less may be exposed to traffic for no more than 24 hours with the following conditions:
1.Tapered wedge joint shall be used for 12.5 and 9.5 asphalt pavement and a butt joint shall be used for 6.3 asphalt pavement.
2.The warning signs shall be posted in accordance with § 619-3.02 Basic Work Zone Traffic Control.
3.If the exposed longitudinal pavement joint becomes damaged due to rounding of the notched wedge, the joint shall be saw-cut prior to placing the adjacent lane.
4.Joint adhesive shall be applied to the exposed joint prior to placement of the adjacent lane in accordance with §404 -3.06 Joint Adhesive .
404-3.10 Surface Tolerance. The Contractor shall construct each pavement course to a ¼ inch surface
tolerance. The Engineer may test the surface with a 16 -foot straight edge or string line placed parallel to the centerline of the pavement and with a 10 -foot straight edge or string line placed transversely to the centerline of the pavement. Variations exceeding ¼ inch shall be appropriately corrected or the pavement be removed and replaced at no additional cost to the State.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.11 Thickness Tolerance. The Contractor shall construct the pavement such that the final compacted thickness is as near to the nominal thickness as is practical, and within the tolerances specified below. The Engineer may request pavement cores to determine the thickness of the completed pavement course for final acceptance and payment. The Contractor shall provide work zone traffic control and take pavement cores in accordance with §404 -3.08 Pavement Density Sample, at no additional cost to the State. The Engineer may use another acceptance method such as yield calculations to determine the final thickness for acceptance and payment. Asphalt mixture placed as a Truing and Leveling (T&L) course as described in §404 -3.05 Conditioning of Existing Surface shall not be considered in pavement thickness determinations. The allowable tolerance for asphalt mixture specified under a single pay item is as follows:
A.Nominal pavement lift thicknesses of 4 inches or less, 1/4 inch or less.
B.Nominal pavement lift thicknesses over 4 inches, 1/2 inch or less. The tolerance for the total thickness of all asphalt pavement courses shall be 1/4 inch. When asphalt pavement is placed on newly constructed subbase material, an additional tolerance of 1/4 inch will be allowed both in the nominal thickness of the course placed directly on the subbase and the total pavement thickness. No payment shall be made for any material placed in excess of the permissible tolerance.
404-3.12 Paver and Equipment Cleaning. Tools and equipment used for asphalt placement shall not be
cleaned on the pavement surface, or near streams, ponds, drainage structures or other areas that are tributaries to waterways. The designated area approved by the Engineer shall be used for cleaning all paving equipment and tools. If petroleum products are used for cleaning, the use of tarpaulins, sand pails, pails or other methods shall be used to collect all liquid product produced by cleaning operations to prevent any contaminates from spilling or being accidentally released into the environ ment. Hand sprayers or other similar devices may be used to minimize the amount of petroleum product applied. Any sand, soil and/or collected petroleum products from cleaning operations shall be properly disposed of as petroleum contaminated soil at no additional cost to the State.
404-3.13 Shoulder Edge Wedge. The Contractor shall construct a shoulder edge wedge as detailed in the
contract documents. The asphalt mixture shall be placed on the pavement shoulders where the outside edge of Top and Binder Course consist of an angle of 35° or flatter measured from finished grade to the preceding course surface. The shoulder edge wedge shall be constructed using a device attached to the screed to minimize hand work. The top of the tapered section shall be at the end of the shoulder width such that the tapered section will be an additional width of material outside of the paved shoulder width.
404-3.14 Pavement Evaluation. The Engineer will evaluate mixtures either placed or produced outside
the specification limits which results in low quality adjustment factors.
A.Plant Production. When plant production QAF is 0.85, the Engineer will evaluate the pavement section in accordance with §401 -3.10 Evaluation of Sublots Represented by 0.85 QAF to decide whether to keep it in place or not.
B.Pavement Density. When a QAF of a paving lot for 50 Series and 60 Series compaction method is calculated to be 0.60, the Engineer will evaluate the lot to determine if it can be left in place. The type of material produced (i.e. Binder, Top) and the location of use (i.e., mainline or a non-critical area) will be primary considerations in the determination of whether the asphalt pavement can be left in place. If it is determined that the asphalt mixture can be left in place, the Engineer will apply a QAF of 0.60. If the asphalt mixture cannot be left in place, the Engineer will instruct the Contractor to remove and replace the mixture at no additional cost to the State.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.15 Pavement Defects. Upon completion of the asphalt mixture placement, the Engineer will ensure there are no visible defects in the pavement, such as ruts, ridges, roller marks, cracking, tearing, segregation, bleeding, or any other irregularities. The Contractor shall correct any defects that become apparent or replace the defective pavement at no additional cost to the State.
404-4 Method of Measurement
404-4.01 Asphalt. The quantity of asphalt mixture to be measured for payment will be measured in tons
and rounded to the nearest 0.01 tons. Requirements of §401 -4 shall apply.
404-4.02 Plant Production Quality Adjustment. Plant Production Quality Adjustments will be measured
in Quality Units determined for each day’s production using the daily Quality Adjustment Factor (QAF) for plant production. Also, this will be determined in accordance with §401 -3.07 Documentation . Quality Units for plant production quality adjustments will be calculated using the formula below. Quality Units = (Quality Adjustment Factor - 1.00) x Asphalt Placed (Tons) No plant adjustment will be made for temporary pavement, shim, permeable base items, and other miscellaneous items.
404-4.03 Pavement Density Quality Adjustment. Pavement Density Quality Adjustments will be
measured in Quality Units determined for each day’s production using the daily Quality Adjustment Factor (QAF) for pavement density. The quantity of asphalt mixture subject to adjustment will be determined from quantity placed on the mainline. The pavement density QAF will not apply to asphalt mixture placed on ramps with a uniform full width section less than 1500 feet, shoulders, widening, crossovers, and bridges. Payment in these areas will be a QAF of 1.00 based on satisfactory placement and compaction. When shoulders and mainline are placed together, the mainline quantity may be determined using typical sections shown in the contract documents. Quality Units for pavement density quality adjustments under 50 and 60 Series compaction methods will be calculated using the formula below. No pavement density quality adjustments will be made under 70 and 80 Series compaction methods. Quality Units = (Quality Adjustment Factor - 1.00) x Asphalt Placed (Tons)
A.50 Series Compaction QAF. The Engineer will determine the Percent Within Limits (PWL) for a paving lot in accordance with MP 404 -02 and determine the QAF in accordance with Table 404 -5 Quality Adjustment Factors for 50 Series and use the QAF to calculate the Quality Units for the accepted asphalt mixture quantity. A payment adjustment will be made using the Quality Unit Index Price to all the material placed on the traveled way for the day the pavement cores represent.
1.PWL Segment will be calculated for each of the density ranges in Table 404-6 Density Segment Pay Factors , using the standard deviation and average density for the lot. TABLE 404-5 QUALITY ADJUSTMENT FACTORS FOR 50 SERIES Percent Within Limits (PWL) Quality Adjustment Factor (QAF) PWL ≥93 > 93 1.05 PWL ≥93 (PWL Segment x Pay Factor Segment )1
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 404-6 DENSITY SEGMENT PAY FACTORS Density Segment Segment Pay Factor 88 – 90 0.60 90 – 91 0.70 91 – 92 0.80 92 – 93 0.90 93 – 94 1.00 94 – 100 1.05
B.60 Series Compaction QAF. The Engineer will determine QAF in accordance with Table 404 -7 Quality Adjustment Factors for 60 Series and use the QAF to calculate the Quality Units for the accepted asphalt mixture quantity. A payment adjustment will be made using the Quality Unit Index Price to all the material placed on the traveled way for the day the pavement cores represent. TABLE 404-7 QUALITY ADJUSTMENT FACTORS FOR 60 SERIES Average Pavement Core Density Quality Adjustment Factor Density≥93.0 1.00 88.0 ≤ Density < 93.0 QAF = 0.08 * Avg Core Density – 6.441 Density < 88.0 0.60
1.Quality Adjustment Factor rounded to two decimal places using ASTM standard.
404-4.04 Joint Density Quality Adjustment. The Engineer will determine the density of each joint core
and calculate the average percent of the mixture’s maximum theoretical density (%MMTD) of the longitudinal joint cores. The Engineer will measure the length of longitudinal joints, in linear feet, and determine the number of segments. A segment is defined as a 528-foot section of a joint. A partial segment of 264 feet or greater (≥ 0.5 of a segment) will be considered a full segment. The Engineer will determine the segment Quality Units (QU) from Table 404-8 Quality Adjustment for Longitudinal Joint Density based on the average density of the joint cores and calculate the total Quality Units using the formula below. Quality Units = Segment QUs X # of Segments A payment adjustment will be made using the Quality Unit Index Price to the longitudinal joint length on the traveled way for the day the joint cores represent. TABLE 404-8 QUALITY ADJUSTMENT FOR LONGITUDINAL JOINT DENSITY Average Core Density, % MMTD Segment Quality Units (QU) Density ≥ 93.0 4 86.0≤ Density <93.0 QU = 1.143*Avg Core Density – 102.31 Density <86 -4
1.Quality Unit rounded to a whole number using ASTM standard.
404-5 BASIS OF PAYMENT. The unit price bid for all asphalt mixture shall include the cost of all
labor, materials, and equipment necessary to satisfactorily complete the work, including cleaning of pavement, extracting the pavement cores, filling, and compaction of all core holes. Application of tack
404-4 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 coat, joint adhesive, and repairs of pavement, and filling of cracks will be paid separately except when the joint adhesive is applied under §404 -3.01E. Payment of Quality Adjustments will be made based on the number of Quality Units multiplied by the fixed index price for Quality Adjustment to asphalt Items listed in the contract documents for the quantity placed on the day the Quality Units represent. Payment will be made under: Item No. Item Pay Unit 404.011901 Type 2 F9, Asphalt -Treated Permeable Base Course Ton 404.017901 Truing & Leveling F9, Asphalt, 70 Series Compaction Ton 404.018901 Truing & Leveling F9, Asphalt, 80 Series Compaction Ton 404.058901 Shim Course F9, Asphalt Ton 404.068101 6.3 F1 Top Course Asphalt, 80 Series Compaction Ton 404.068201 6.3 F2 Top Course Asphalt, 80 Series Compaction Ton 404.068301 6.3 F3 Top Course Asphalt, 80 Series Compaction Ton 404.095101 9.5 F1 Top Course Asphalt, 50 Series Compaction Ton 404.095201 9.5 F2 Top Course Asphalt, 50 Series Compaction Ton 404.096101 9.5 F1 Top Course Asphalt, 60 Series Compaction Ton 404.096201 9.5 F2 Top Course Asphalt, 60 Series Compaction Ton 404.096301 9.5 F3 Top Course Asphalt, 60 Series Compaction Ton 404.097101 9.5 F1 Top Course Asphalt, 70 Series Compaction Ton 404.097201 9.5 F2 Top Course Asphalt, 70 Series Compaction Ton 404.097301 9.5 F3 Top Course Asphalt, 70 Series Compaction Ton 404.098101 9.5 F1 Top Course Asphalt, 80 Series Compaction Ton 404.098201 9.5 F2 Top Course Asphalt, 80 Series Compaction Ton 404.098301 9.5 F3 Top Course Asphalt, 80 Series Compaction Ton 404.098901 9.5 F9 T&L or Shoulder Course Asphalt, 80 Series Compaction Ton 404.125101 12.5 F1 Top Course Asphalt, 50 Series Compaction Ton 404.125201 12.5 F2 Top Course Asphalt, 50 Series Compaction Ton 404.126101 12.5 F1 Top Course Asphalt, 60 Series Compaction Ton 404.126201 12.5 F2 Top Course Asphalt, 60 Series Compaction Ton 404.126301 12.5 F3 Top Course Asphalt, 60 Series Compaction Ton 404.127101 12.5 F1 Top Course Asphalt, 70 Series Compaction Ton 404.127201 12.5 F2 Top Course Asphalt, 70 Series Compaction Ton 404.127301 12.5 F3 Top Course Asphalt, 70 Series Compaction Ton 404.128101 12.5 F1 Top Course Asphalt, 80 Series Compaction Ton 404.128201 12.5 F2 Top Course Asphalt, 80 Series Compaction Ton 404.128301 12.5 F3 Top Course Asphalt, 80 Series Compaction Ton 404.128901 12.5 F9 T&L or Shoulder Course Asphalt, 80 Series Compaction Ton 404.125901 12.5 F9 Binder Course, 50 Series Compaction Ton 404.126901 12.5 F9 Binder Course, 60 Series Compaction Ton 404.127901 12.5 F9 Binder Course, 70 Series Compaction Ton 404.195901 19 F9 Binder Course Asphalt, 50 Series Compaction Ton 404.196901 19 F9 Binder Course Asphalt, 60 Series Compaction Ton 404.197901 19 F9 Binder Course Asphalt, 70 Series Compaction Ton 404.198901 19 F9 Binder Course Asphalt, 80 Series Compaction Ton 404.255901 25 F9 Binder Course Asphalt, 50 Series Compaction Ton 404.256901 25 F9 Binder Course Asphalt, 60 Series Compaction Ton 404.257901 25 F9 Binder Course Asphalt, 70 Series Compaction Ton 404.258901 25 F9 Binder Course Asphalt, 80 Series Compaction Ton
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404.376901 37.5 F9 Base Course Asphalt, 60 Series Compaction Ton 404.377901 37.5 F9 Base Course Asphalt, 70 Series Compaction Ton 404.378901 37.5 F9 Base Course Asphalt, 80 Series Compaction Ton 404.418901 9.5 F9 Temporary Top Course Asphalt, 80 Series Compaction Ton 404.428901 12.5 F9 Temporary Top Course Asphalt, 80 Series Compaction Ton 404.438901 19 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.448901 25 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.458901 37.5 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.000011 Plant Production Quality Adjustment to Asphalt Items Quality Unit 404.000021 Pavement Density Quality Adjustment to Asphalt Items Quality Unit 404.000031 Longitudinal Joint Density Quality Adjustment to Asphalt Items Quality Unit SECTION 405 - COLD MIX BITUMINOUS PAVEMENT (OPEN GRADED)
405-1 DESCRIPTION. This work shall consist of constructing one or more courses of cold mix
bituminous pavement on a prepared base in accordance with these specifications and in substantial conformance with the lines, grades, thicknesses, and typical cross -sections shown o n the plans or established by the Engineer.
405-2 Materials
405-2.01 Bituminous Material. The bituminous materials required for mixing and for sealing shall meet
the requirements of section 702, Bituminous Materials. The type and grade of bituminous material shall be that indicated on the plans or in the proposal.
405-2.02 Aggregates. The aggregates shall be Department approved aggregates meeting the
requirements of § 703 -02, Coarse Aggregates, for the sizes specified. Screened gravel shall not be permitted unless specified on the plans or in the proposal.
405-2.03 Composition of Mixtures. The bituminous cold mix shall be composed of a mixture of
aggregate and bituminous material as ordered and approved by the Engineer. The mix shall be proportioned as specified in Table 405 -1, Composition of Cold Bituminous Mixtures. TABLE 405 -1 COMPOSITION OF COLD BITUMINOUS MIXTURES Sieve Size Mixes Type 1 General Limits % passing1 Type 2 General Limits % passing1 Type 3 General Limits % passing1 2 in - - 100 1 1/2 in - 100 75-100 1 in 100 90-100 50-80 1/2 in 90-100 15-45 0-15 1/4 in 15-45 0-10 - 1/8 in 0-10 - - No. 200 0-1.0 0-1.0 0-1.0 Bituminous Material2,3 4.7-7.0 4.0-6.0 3.5-5.5 Description Open, Coarse Texture Open, Coarse Texture Open, Coarse Texture Typical Uses Surface Course Intermediate Base Course
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1 Percentage based on total aggregate weight.
2.Total Emulsion Percentage based on total mix weight. 3 When crushed air -cooled blast furnace slag aggregate is selected, the above bituminous material content shall be increased approximately 25%.
405-3 Construction Requirements
405-3.01 Weather Limitations. Bituminous material or mixture shall not be applied on any soft
surfaces, when the surface is wet, when the temperature of the surface on which the mi xture is to be placed is below 45°F , or when other weather conditions would prevent proper construction of the pavement.
405-3.02 Equipment. The following equipment shall be required:
A.Either central pugmill mixer and bituminous paver or Travel plant mixer
B.Bituminous material distributor
C.Steel wheeled roller, 8-12 Ton or Approved vibratory roller
D.Chip spreader
E.Power broom
F.Motor grader, if required
G.Miscellaneous equipment to perform the work All equipment and the condition of the equipment for this work shall be subject to approval of the Engineer at all times. Mixing shall be done with a rotating twin paddle shaft pugmill providing suitable pressure -kneading action in mixing. Mixing by blading, shoveling and/or scooping will not be permitted. The materials shall be mixed either by the travel mix plant method or in a central pugmill mixer. The mixer shall be either a continuous traveling type, central continuous or batch type pugmill designed to accurately proportion wither by volume or by weight, so that when the aggregate and bituminous materials are incorporated in the mix, a thorough and uniform coating will result. The mixer shall be equipped to mechanically or electrically interlock the bituminous feed with the aggregate feed such that uniformity of the mixture is assured at all times. The pugmill mixer, either traveling or central type, shall be provided with weighing, volumetric or other gauging equipment which shall be capable of providing accurate control at all times of the amount of aggregate entering the mixer per time interval. On the central continuous type pugmill a mechanic ally operated discharge hopper of at least 1 cubic yard capacity shall be provided. The mixer shall be equipped with a positive displacement metering system capable of totalizing the quantity of bituminous material applied to the mixing chamber.
405-3.03 Preparation of the Base. The roadway surface to be covered shall be free from holes,
depressions, bumps, waves and corrugations. Any unsuitable surface areas shall be repaired by replacement of the unstable materials or by patching with a material to produce a tight surface hav ing the same elevation as the surrounding surface. The roadway surface shall be broomed when ordered by the Engineer to remove loose material.
405-3 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 405-3.04 Mixing and Spreading. The aggregate and asphalt shall be thoroughly mixed so that the bituminous material is uniformly distributed throughout and all aggregate particles are uniformly coated. The mixture shall be deposited on the prepared base either in a windrow at the back of the travel mixer or mechanically spread in a uniform layer so as to produce the specified thickness after compaction. If deposited in a windrow, it shall be spread over the entire roadway surface by motor grader or other approved spreader to produce the specified thickness after compaction. The maximum allowable compacted thickness shall be 2 inch es for the Type 1 mix (Table 405 -1) and 4 inches for the Type 2 and Type 3 mixes (Table 405 -1).
405-3.05 Compaction. After spreading, the mixture shall be thoroughly and uniformly compacted with a
self-propelled steel -wheeled roller or an approved vibratory roller to obtain a thoroughly compacted pavement. The number of roller passes to achieve the desired compaction shall be approved by the Engineer.
405-3.06 Surface Testing. The finished surface of the pavement shall be tested with a 16 foot straight
edge laid parallel with the center line of the pavement. Any area exceeding a 1/4 inch variation from the surrounding area shall be satisfactorily corrected or removed and replaced.
405-3.07 Pavement Sealing. Either prior to initial compaction or immediately after compacting the mix,
No. 1A size key stone meeting the requirements of § 703 -02, Coarse Aggregates, shall be uniformly spread upon the surface at the rate of 10 to 15 lb/sy and the course rolled. No. 1 size key stone meeting the requirements of § 703 -02, Coarse Aggregates, at the rate of 10 to 20 lb/ sy, may be used for key stone on the base course mixes. After placement of the No. 1A size key stone, the pavement shall be opened to traffic for a mini mum of 3 days before placing the seal coat. Prior to the application of the seal coat, the pavement surface shall be thoroughly swept and cleaned of all excess material. The seal coat shall be bituminous material asphalt emulsion meeting the requirements of § 702 -3101 or § 702 -4101 applied at the r ate of 0.3 to 0.5 gal/sy (Type 1 mix, Table 405 -
1.or 0.5 to 0.65 gal/sy (Type 2 mix, Table 405 -1). This shall be immediately followed by an application of No. 1A cover aggregate at the rate of 15 to 20 lb/sy which shall then be rolled. In the case where multiple lifts of Cold Mix Bituminous Pavements are used, only the surface of the top course shall require a seal coat. In multiple lift construction, each lift requires an application of key stone to fill voids in the mat.
405-4 METHOD OF MEASUREMENT. The bituminous cold mix pavement shall be meas ured by the
number of tons of compacted aggregate, including key and cover stone, placed in accordance with the specifications. The liquid bituminous material shall be measured by the liter.
405-5 BASIS OF PAYMENT. The unit price bid per ton shall include the preparation of base, the cost
of furnishing all the aggregate, the mixing, placing, compaction and all labor and equipment necessary to complete the work. The bituminous material will be paid for under its appropriate item. Payment will be made under: Item No. Item Pay Unit 405.01 Cold Mix Bituminous Pavem ent (Open Graded) Ton SECTION 406 ASPHALT PAVEMENT WITH POLYMER FIBERS
406-1 DESCRIPTION. The work shall include the production and placement of warm mix asphalt with
polymer fibers.
407-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 406-2 MATERIALS. Material requirements shall be as specified in the special specifications.
406-3 CONSTRUCTION DETAILS. The construction requirements shall be as specified in the special
specifications.
406-4 METHOD OF MEASUREMENT. As specified in the special specifications.
406-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 407 - TACK COAT
407-1 DESCRIPTION. This work shall consist of preparing and treating an existing Portland cement
concrete surface or asphalt pavement surface with tack coat in accordance with the Contract documents and as directed by the Engineer.
407-2 MATERIALS. The tack coat shall meet the applicable requirements of §702. Use of alternative
tack coat material requires prior approval by the Director, Materials Bureau.
407-3 Construction Details.
407-3.01 Equipment. A distributor shall be used for applying tack coat. The distributor shall be capable
of applying the tack coat uniformly on variable widths of surface up to 15 feet. The distributor equipment shall include a quantity measuring system and a thermometer for measuring temperature of tank contents. Prior to being used on a project, this equipment shall be calibrated in accordance with ASTM D 2995 Standard Practice for Estimating Application Rate of Bituminous Distributors or an equivalent calibration procedure acceptable to the Engineer . The Engineer will witness the equipment calibration or require the Contractor to provide documentation certifying the calibration. Distributors shall be equipped with circulation spray bars which shall be adjustable both laterally and vertically. An attached bristle broom that drags on the pavement behind the spray bars may be attached to the distributor. If the broom is used, it shal l be adjustable laterally and vertically so that the full width of the applied tack coat is bristled uniformly into the pavement surface. A bituminous material sampling valve shall be attached to the distributor. The distributor tank shall be equipped with an agitator that is capable of ensuring the tack coat remains homogeneous. Tack coat stored in the distributor tank shall be heated and maintained at a temperature between 85ºF and 160ºF. Hand operated spray units will be permitted only in areas where the use of a distributor is impractical. The Engineer will determine the final acceptance of all equipment used for applying the tack coat.
407-3.02 Application of Tack Coat. The tack coat contained in the distributor tank shall be
homogeneous. The tack coat shall be applied to a prepared clean pavement. Material shall be applied uniformly across the width of the designated area. The tack coat shall not be applied on a wet pavement surface or when the pavement surface temperature is below 40°F. The application rate shall be as determined in Table 407 -1 Tack Coat Application Rates . These are recommended application rates for tack coat on various surface types and may be modified by the Engineer.
Source: New York Standard Specifications, 2024 Edition. Pages 141–163 of 1,264.