SECTION 401 – HOT MIX ASPHALT (HMA) COURSES
401.01 Description
This Section describes the requirements for milling, preparing HMA for pav ing, constructing base course, intermediate course, and surface course of HMA.
401.02 Materials
401.02.01 Materials
Provide materials as specified: Tack Coat 64-22, PG 64S-22 ................................ ................................ ................................ .................... 902.01.01 Prime Coat, Grade CSS-1 ................................ ................................ ................................ ......................... 902.01.02 Tack Coat: Emulsified Asphalt, Grade RS-1, RS-1h, CRS-1, or CRS-1h ................................ ................................ ... 902.01.02 Polymer Modified Tack Coat: Polymer Modified Emulsified Asphalt ................................ ................................ ................................ .... 902.01.03 HMA ................................ ................................ ................................ ................................ ............................ 902.02 HMA HIGH RAP ................................ ................................ ................................ ................................ ......... 902.13 Joint Sealer, Hot-Poured................................ ................................ ................................ ................................ 914.02 Polymerized Joint Adhesive ................................ ................................ ................................ .......................... 914.03 Use HMA specified for the roadway surface as patching material for HMA pavement repair. The Contractor may use a commercial type of cold mixture as patching material for filling core holes if HMA surface course is not b eing placed when coring. The Contractor may use an approved HMA surface course to fill core holes, provided the material remains hot enough to compact.
401.02.02 Equipment
Provide equipment as specified: Materials Transfer Vehicle (MTV) ................................ ................................ ................................ .............. 1003.01 HMA Paver................................ ................................ ................................ ................................ ................. 1003.03 HMA Compactor ................................ ................................ ................................ ................................ ........ 1003.05 Vibratory Drum Compactor ................................ ................................ ................................ ......................... 1003.06 Bituminous Material Distributor ................................ ................................ ................................ .................. 1003.07 Sealer Application System................................ ................................ ................................ ........................... 1003.08 Milling Machine ................................ ................................ ................................ ................................ ......... 1008.01 Mechanical Sweeper ................................ ................................ ................................ ................................ ... 1008.03 Hot-Air Lance ................................ ................................ ................................ ................................ ............. 1008.06 HMA Plant ................................ ................................ ................................ ................................ ................. 1009.01 HMA Trucks ................................ ................................ ................................ ................................ ............... 1009.02 Provide a thin-lift nuclear density gauge according to ASTM D 2950. NOTE: A Spray Paver as specified in 1003.04 may be used in lieu of a HMA Paver.
401.03 Construction
401.03.01 Milling
A.HMA Milling. Mill HMA to the specified depth, profile, and cross slope. Operate milling machine to produce milled material that passes a 3 inch sieve. Use automatic grade controls to control the line and grade of the milling machine. Use either a stringline or ski reference system. Replace teeth in the milling drum that become dislodged, broken, or unevenly worn. Perform millin g operation, including removal of the milled material, in a manner that prevents dust and other particulate matter from escaping into the air. Ensure that the milled area is free from gouges, continuous grooves, ridges, and delaminated areas and has a uniform texture consisting of discontinuous longitudinal striations. Ensure that the striations do not deviate more than 1 inch in 200 feet from a line parallel to the center of the traveled way and do not exceed 3/8 inch in depth. Check at least every 25 feet to ensure that the depth of milling is within 1/4 inch of the indicated depth. Mill HMA to the depth specified without damaging underlying HMA. If HMA below the specified milling level becomes dislodged or delaminated, remove and replace. If unbound aggregate material is encountered within the specified milling depth, mill unbound aggregate material without damaging the underlying material. Sawcut at the limit of paving in driveways and at other limits requiring a neat edge between new and existing HMA. Using a mechanical sweeper, clean the milled area before opening to traffic and before subsequent construction or resurfacing. Reuse millings and sweepings as specified in 202.03.03.C.1. If the milled area is opened to traffic, ensure that water can drain from the surface and does not become trapped. If the longitudinal edge height of a milled surface exceeds 2 inches, slope the edge to provide a smooth transition from the milled surface to the remaining pavement. At transverse edges of milled areas, provide a smooth transition from the milled surface to the remaining pavement. In areas inaccessible to the milling machine, remove HMA with other equipment. The Department will provide the time interval for resurfacing the milled areas in the Special Provisions.
B.Concrete Milling. Mill concrete pavement to 1 inch depth at the locations shown on the Plans without damag ing the underlying pavement. Ensure that the milled area is free from gouges, continuous grooves, ridges, and delaminated areas and has a uniform texture consisting of discontinuous longitudinal striations. Ensure that the striations do not deviate more than 1 inch in 200 feet from a line parallel to the center of the traveled way and do not exceed 3/8 inch in depth. Perform milling operations, including removal of the milled material, in a manner that prevents dust and other particulate matter from esca ping into the air. If reinforcement steel bec omes exposed or dislodged, cut off the exposed reinforcement at the concrete surface as directed by the RE. Mill 1 inch of concrete and any remaining HMA not removed by previous milling operations at locations shown on the Plans. Based on the condition of the remaining pavement, the RE may direct additional areas to be milled. If milling transition areas for HMA overlays, mill the transition from 0 to 1 inch in depth over a length of 100 feet. Construct a keyway at the terminal transverse limit of the area to be milled by sawcutting and removing the material within this area by hand methods so as to produce a vertical face. Using a mechanical sweeper, clean the milled area before opening to traffic an d before subsequent construction or resurfacing. Reuse millings and sweepings as specified in 202.03.03.C.1. If the milled area is opened to traffic, ensure that water can drain from the surface and does not become trapped. If the longitudinal edge height of a milled surface exceeds 2 inches, slope the edge to provide a smooth transition from the milled surface to the remaining pavement. At transverse edges of milled areas, provide a smooth transition from the milled surface to the remaining pavement. Ensure that no reinforcement steel is protruding from the surface. In areas inaccessible to the milling machine, remove concrete with other equipment.
C.Micro-Milling and Profile Milling. Ensure that pavement repairs are performed prior to micro-milling. Ensure that joint and crack sealing is performed after micro-milling. Micro-mill pavement surfaces to the required depth, profile, and cross slope. The micro-milling depth is not to exceed 1 1/2 inch depth. Operate the micro-milling machine at a speed recommended by the manufacturer, not greater than 50 feet per minute. Use automatic grade controls to control the line and grade of the milling machine. Use either a stringline or ski reference system. Replac e teeth in the milling drum that become dislodged, broken, or unevenly worn. Perform the work in a manner that prevents dust and other particulate matter from escaping into the air. Ensure positive drainage is maintained. When micro-milling to improve the profile, ensure that at least 95 percent of the surface is micro-milled and textured. Ensure that the micro-milled area is free from gouges, continuous grooves, ridges, and delaminated areas and has a uniform texture consisting of discontinuous longitudinal striations. If during micro-milling the pavement surface becomes damaged, then correct the damaged areas as approved by the RE. Ensure that the micro -milling produces a final surface texture with a mean texture depth of not grea ter than 4 millimeters when tested according to ASTM E 965. Ensure that the vertical differential in the surfaces across transverse joints and cracks is less than 1/4 inch after micro-milling. The RE will use a 10 feet long straight edge to evaluate the vertical differential at transverse joints and cracks by centering the straightedge perpendicular to and across the transverse joints or cracks. If the vertical differential exceeds 1/4 inch as measured from the bottom of the straight edge to the top of the pavement surface at any point, perform corrective action until the differential is 1/4 inch or less. When micro-milling to correct profile and cross slope , ensure the cutting depth is sufficient to remove ruts and corrugations and to scarify the remaining surface. If the depth required to remove ruts and corrugations exceeds a depth of 1 1/2 inches, then notify the RE. The RE may direct additional milling to correct these areas. Using a mechanical sweeper, clean the area before opening to traffic and before subsequent cons truction or resurfacing. Reuse millings and sweepings as specified in 202.03.03.C.1. The RE will visually inspect the micro-milled surface. The RE may reject micro-milled areas that are unsatisfactory based on visual inspection. Improper micro-milling that produces excess surface damage or a surface which does not meet the requirements of this specification may be rendered unsatisfactory as determined by the RE . Correct areas of the micro-milling that the RE rejects. Visual inspection by the RE is considered sufficient grounds for such rejection. The Department will provide the time interval for resurfacing the micro-milled areas in the Special Provisions. Extensions to the time interval may be approved by the RE. The RE is responsible for performing a daily inspection of the micro-milled surface to ensure continued compliance with ASTM E 965. The Contractor is responsible for any incidental costs incurred as a result of time interval extension.
401.03.02 Sealing Cracks in HMA Surface Course
Seal cracks that are 1/4 inch wide or wider. Clean cracks to a depth of 1 inch using a random crack saw, carbide-tipped, rotary-impact router, commercial power-driven wire brush, or by other RE approved means. Provide acceptable protective screening if the cleaning operation causes damage to or interference with traffic in adjacent lanes. Immediately before applying sealant, clean cracks and dry further with a hot-air lance. At least 10 days before beginning the work, submit to the RE a copy of the manufacturer’s recommendations for heating and applying the sealant. Seal cracks with hot-poured joint sealant according to the manufacturer’s recommendations. Cut sealant into small pieces to facilitate slow and uniform melting with constant stirring. Ensure that the temperature of the sealant in the field application equipment does not exceed the recommended safe heating temperature. Do not heat sealant material at the pouring temperature for more than 6 hours and do not reheat. Pour sealant into the cracks so that, upon completion of the work, the surface of the sealant is flush with or not more than 1/4 inch lower than the surface of the adjacent HMA surface course. If the sealant subsides to a lower level, perform another pouring. When more than 1 pour is required to fill the cracks, perform succeeding pours immediately after shrinkage of the previous pouring. If spilling or overfilling occurs, immediately squeegee the crack. If the RE determines that the overfilled crack or spilled sealant creates a slippery, hazardous, or otherwise undesirable condition, initially correct the area by sprinkling a light application of abrasive (sand or grit material) to absorb the excess material, restore skid-resistance, and abate the condition caused by the overpour. After the excess material has been absorbed, hand sweep the area clean, and restore to its original condition or texture to the RE’s satisfaction. Do not allow traffic or construction equipment over the poured cracks until the sealant has hardened sufficiently to resist pickup. The RE may direct sprinkling of dry sand over poured areas to provide additional pickup resistance.
401.03.03 HMA Repair
A.HMA Pavement Repair. Arrange a project site meeting with the RE to establish the limits of HMA pavement repair. Additional repairs, not delineated on the Plans or by the RE during the project site meeting, may be required if the need is established by the RE. If potholes are discovered, notify the RE immediately. The RE may immediately direct repairs of small areas. The RE may require further evaluation of a large area to determine the need for additional milling and paving. Perform HMA repairs as a separate operation before milling, paving, and other surface treatments. The Contractor may request approval of the RE to perform the repair work as one operation with the paving or surface treatment. HMA repairs may be performed on full depth HMA pavement or on composite pavement (HMA over concrete pavement). For full depth HMA pavement, sawcut existing HMA pavement to a depth of 8 inches. For composite pavement, sawcut existing HMA to a depth of 8 inches or up to the top of concrete, whichever is less. Sawcut lines parallel and perpendicular to the roadway baseline and 3 inches away, at the closest point, from the damaged area to be repaired. Remove damaged and loose material within the boundary of the sawcuts to form rectangular openings with vertical sides to a depth of 8 inches for HMA pavement, or to the top of concrete for composite pavement. A milling machine may be used to remove damaged pavement to form the repair areas if approved by the RE. After the existing damaged HMA and loose material has been removed, the RE will examine underlying material to determine its condition. If the base of the repai r area is unbound material, then shape and compact the unbound material to produce a firm and level base. If water exists in the area, remove the underlying material to the depth as directed by the RE. Place geotextile, then place and compact coarse aggregate to required grade to provide for a minimum 8 inch thick HMA pavement repair. Compact coarse aggregate as specified in 203.03.02.B.3. If the base of the repair is HMA or concrete pavement, then ensure that the remaining pavement is cleaned and dry prior to applying tack coat. Apply tack coat at an application rate of 0.15 gallons per square yard to the vertical surfaces and base of the opening. Spread and grade HMA surface course mix in the opening as specified for the roadway surface or a HMA surface course mix approved by the RE. Ensure that the temperature of the HMA when placed is at least 250 °F, and compact as specified in 401.03.07.F. Compact areas not accessible to rollers with a flat face compactor. Compact until the top of the patch is flush with, or 1/8 inch higher than, the adjacent pavement surface. Reuse removed material as specified in 202.03.03.C.1.
B.HMA Longitudinal Joint Repair. Arrange a project site meeting with the RE to establish the limits of HMA longitudinal repair areas. Additional repairs, not delineated on the Plans or by the RE during the project site meeting, may be required if the need is established by the RE. Mill 2 feet wide, unless directed otherwise by the RE, centered over the HMA longitudinal joint, rumble st rip, longitudinal distress areas or any combination of the three, as shown on the Plans and as directed by the RE. Mill to a minimum 2 inches in depth, or as required to remove the damaged pavement. For distress areas wider than 4 feet, the RE may direct the use of HMA pavement repair as specified in 401.03.03.A. Clean the milled area as specified in 401.03.01.A. Obtain RE approval of the repair area before proceeding with the repair. Apply polymerized joint adhesive to the vertica l surfaces of the repair area as specified in 401.03.04. Apply tack coat as specified in 401.03.05 at an application rate of 0.15 gallons per square yard to the bottom surface of the repair area. Obtain RE approval of the repair area before proceeding with the repair. Spread and grade Hot Mix Asphalt 9.5M64 Surface Course in the repair area as specified in 401.03.07.E. Ensure that the temperature of the HMA when placed and compacted is at least 250 ºF. Compact as specified in 401.03.07.F, ensuring that the top of the compacted HMA is flush with, or not greater than 1/8 inch higher than, the adjacent pavement surface. Reuse removed material as specified in 202.03.03.C.1.
401.03.04 Polymerized Joint Adhesive
Construct polymerized joint adhesive as specified in 401.03.07.E.
401.03.05 Tack Coat
Clean the surface of foreign and loose material. Immediately before beginning paving operations, ensure that the surface is dry. Do not place tack coat unless the weather restrictions, as specified in 401.03.07.B, are met. Do not apply tack coat to asphalt-stabilized drainage course. For curbs, gutters, manholes, and other similar structures, do not apply tack coat. Clean the exposed surfaces of these structures and apply a uniform coating of polymerized joint adhesive to contact surfaces before paving as specified in
401.03.07 E.
A spray paver may be used to apply tack coat, or polymer modified tack coat, and HMA in a single operation. When paving HMA with a spray paver, use tack coat. When paving polymer modified HMA with a spray paver, use polymer modified tack coat. When using a spray paver , apply tack coat at a rate of 0.10 to 0.1 5 gallons per square yard and at a temperature as specified in Table 401.03.05-1. In areas inaccessible to distributor spray bars, use hand spraying equipment for tack coat. Do not allow traff ic on tack coated surfaces. Treat surfaces as follows:
1.Tack Coat. Uniformly spray tack coat when placing HMA on paved surfaces. Apply tack coat only to areas to be paved in the same day. Apply tack coat as specified in Table 401.03.05-1: Table 401.03.05-1 Tack Coat Application Material Spraying Temp, °F Gallons per Square Yard Season Emulsified Asphalt: RS-1, RS-1h 125 to 185 0.05 to 0.15 All year CRS-1, CRS-1h 125 to 185 0.05 to 0.15 All year Correct uncoated or lightly coated areas. Blot areas showing an excess of tack coat with sand or other similar material. Remove blotting material before paving. Ensure that the material is not streaked or ribboned. Before paving, allow tack coat to cure to a condition that is tacky to the touch.
2.Tack Coat 64-22. When precipitation has occurred within 24 hours before application, the RE will determine whether to allow the work to proceed, or to wait until the surface is completely dry. Only apply tack coat that can be paved over in the same day. Apply tack coat 64-22 at a rate of 0.06 to 0.14 gallons per square yard and at a spraying temperature of 325 °F. Adjust the spraying temperature and application rate to produce a uniform coating, with no excess material. Correct uncoated or lightly coated areas and remove excess tack coat from affected areas. Ensure that the material is not streaked or ribboned.
3.Polymer Modified Tack Coat. When paving polymer modified HMA, apply polymer modified tack coat with a spray paver at a temperature of 140 to 185 °F. Continuously monitor rate of spray, ensuring a uniform application rate over entire width to be overlaid. Apply at the rate of 0.10 to 0.15 gallons per square yard. For ultra-thin friction course, modified open-graded friction course and asphalt-rubber open-graded friction course, apply at a rate of 0.20 to 0.25 gallons per square yard. For bridge deck waterproof surface course, apply at a rate of 0.15 to 0.20 gallons per square yard. Do not allow traffic, equipment, tools, or any other disturbance to the polymer modified tack coat before placing the HMA material. Clean and remove any tack coat material displaced or tracked in any areas as directed by the RE.
401.03.06 Prime Coat
Clean the surface of foreign and loose material where the HMA is to be placed. Immediately before beginning paving operations, ensure that the surface is dry. Do not place prime coat unless the weather restrictions, as specified in
401.03.07 B, are met.
Do not apply prime coat to asphalt-stabilized drainage course. For curbs, gutters, manholes, and other similar structures, do not apply prime coat. Clean the exposed surfaces of these structures and apply a uniform coating of polymerized joint adhesive to contact surfaces before paving. In areas inaccessible to distributor spray bars, use hand spraying equipment for prime coat. Do not allow traffic on prime coated surfaces. Treat surfaces as follows: Apply prime coat of emulsified asphalt on unpaved surfaces as follows: Table 401.03.06-1 Prime Coat Application Material Spraying Temp, °F Gallons per Square Yard Season Emulsified Asphalt: CSS-1 70 to 140 0.1 to 0.50 All year Apply prime coat at least 12 hours before placement of the HMA and when the base courses are not saturated or frozen. Unless the prime coat is under asphalt-stabilized drainage course, the RE may waive the application of prime coat if more than 5 inches of HMA is placed on the unbound aggregate course before the roadway is opened to traffic. Take measures to prevent prime coat from entering into the drainage system or extending beyond the area to be paved. Clean and remove any prime coat material displaced or tracked in any areas as directed by the RE.
401.03.07 HMA Courses
A.Paving Plan. At least 20 da ys before beginning placing HMA , submit a detailed plan of operation to the RE for approval that includes the following:
1.Asphalt paving construction technologist (APCT), certified by the Society of Asphalt Technologists of New Jersey, Inc. The Department will accept the equivalent certification by the Mid-Atlantic Regional Technician Certification Program.
2.Size and description of crew.
3.Number, type, and model of equipment. Innovative equipment features to be utilized such as but not limited to intelligent compaction rollers, paver mounted infrared thermal profile system, and other Global Position System (GPS) located construction equipment.
4.Lighting plan for night operations as specified in 108.06.
5.Longitudinal joint layout plan, quality control, and construction practices.
6.Manufacturer’s recommendations for heating and applying joint sealant.
7.Paving procedures for maintaining continuous operation as specified in 401.03.07.D.
8.Manufacturer’s recommended laydown temperature for modified binders.
9.Paving sequence and paver automation use plan. Ensure that the HMA surface course is constructed for the full width of the traveled way, shoulder, and auxiliary lanes as a single paving operation.
10.Schedule, hours of operation, and production rates for the Project.
11.Plant locations.
12.Method of maintaining HMA temperature during transportation.
13.Method of constructing and compacting joints as specified in 401.03.07.E.
14.Quality control plan outlining the test strip, the use of the thin lift nuclear density gauge, quality control cores, and the control of the compaction process.
15.If applicable, the warm mix asphalt additive or process being used.
16.Proposed location for test strip. Do not begin paving until the RE approves this plan. Submit an adjusted pavement plan before making adjustments to the paving operation. When using HMA HIGH RAP submit for Department approval a plan of the location for the HMA HIGH RAP on the project.
B.Weather Limitations. Do not place HMA if it is precipi tating. Do not allow trucks to leave the plant when precipitation is imminent. The Contractor may resume operations when the precipitation has stopped and the surface is free of water. When placing HMA, ensure that the base temperature meets the minimum temperature requirements specified in Table 401.03.07-1. Table 401.03.07-1 Minimum Base Temperature Lift Thickness, inches (t) Minimum Base Temperature, °F t ≤ 1 50 1 < t < 2 41 t ≥ 2 32
C.Test Strip. Construct a test strip for each HMA mix for contracts with more than a total of 5,500 tons of HMA. For HMA HIGH RAP, construct the test strip at least 14 days prior to production. Test strips are not necessary for temporary pavement. Ensure that the tack coat or prime coat has been placed as specified in 401.03.05 and 401.03.06, before placing HMA. Transport and deliver, spread and grade, and compact as specified in 401.03.07.D, 401.03.07.E, and 401.03.07.F, respectively, and according to the approved paving plan. Construct a test strip for the first 700 to 1,200 square yards placed for each job mix formula. While construc ting the test strip, record the following information and submit to the RE:
1.Ambient Temperature. Measure ambient temperature at the beginning and end of each day’s paving operation.
2.Base Temperature. Measure the surface temperature of the existing base before paving.
3.HMA Temperature. Measure the temperature of the HMA immediately after placement.
4.Roller Pattern. Provide details on the number of rollers, type, and number of passes used on the test strip.
5.Nuclear Density Gauge Readings. Obtain the maximum density from the plant and input it into the nuclear density gauge. Use the nuclear density gauge to read the bulk density and percent air voids.
6.Quality Control Core Density Test Results. Take 5 randomly selected quality control cores to test for the bulk specific gravity and the maximum specific gravity. Use drilling equipment with a water -cooled, diamond-tipped masonry drill bit that produces 6 inch nominal diameter cores for the full depth of the pavement. Remove the core from the pavement without damaging it. After removing the core, remove all water from the hole. Fill the hole with HMA or cold patching material, and compact the material so that it is 1/4 inch above the surrounding pavement surface. Compare the nuclear density gauge readings and the core test results to estab lish a correlation. Use this correlation as a guide for the continued use of the nuclear density gauge for density control.
7.Warm Mix Asphalt. Note the warm mix asphalt additive or process, if used. When a spray paver is used, during the test strip or prior to starting the paving operation, operate spray paver without mix to verify tack coat application rate and demonstrate full tack coat coverage to the RE for the project. Only after the RE approves the tack coat application and coverage, then proceed with the test strip. Upon completion of the test strip, the Contractor may continue paving except when paving HMA HIGH RAP. If the Contractor does not continue paving, the Department will accept the test strip as the first lot regardless of size. If the test strip does not meet requirements, make adjustments and construct a second test strip. If the second test strip does not meet requirements, suspend paving operations until written approval to proceed is received. Before making adjustments to the paving operations, notify the RE in writing. If any changes are made to the paving plan after the beginning of the paving operation, construct an additional test strip.
D.Transportation and Delivery of HMA. Deliver HMA using HMA trucks in sufficient quantities and at such intervals to allow continuous placement of the material. Do not allow trucks to leave the plant within 1 hour of sunset unless lighting for night operations is provided as specified in 108.06. The RE will reject HMA if the HMA trucks do not meet the requirements specified in 1009.02. The RE will suspend construction operations if the Contractor fails to maintain a continuous paving operation. Before the truck leaves the plant, obtain a weigh ticket from a fully automatic scale. Before unloading, submit for each truckload a legible weigh ticket that includes the following:
1.Name and location of the HMA plant. 2 Contractor.
3.Project title.
4.Load time and date.
5.Truck number.
6.Mix designation. 7 Item and Item number.
8.Plant lot number.
9.Tare, gross, and net weight. Ensure that weigh tickets are signed and sealed by a certified weighmaster. In the event of breakdown of an automatic printer system, the RE will accept weigh tickets showing the tare, gross, and net weight o f each truck, as entered and certified by a weighmaster for a period not exceeding the necessary repair time as certified by a licensed repairman. When using an automated batching plant, obtain weigh tickets from the printer used in conjunction with an automated batching and mixing system. Ensure the printed ticket shows the individual weights of the various components of the HMA in a batch, the total weight of each batch, and the sum of all batch weights in the truckload. At the completion of each day’s work, provide certification from the weighmaster that the total net weight supplied was correct.
E.Spreading and Grading. Use a stringline or other linear reference system to ensure proper line and grade when spreading material. Ensure that the system is in place and approved by the RE before placing HMA. Ensure that the underlying surface meets line and grade as specified in 202.03.03.D. Before placing HMA, ensure that the tack coat or prime coat has been placed as specified in 401.03.05 and 401.03.06 to the full width of the HMA . Obtain RE approval of the underlying surface far enough in advance of spreading HMA to allow 1 day’s paving operations. Ensure that the certified APCT is present during paving operations. Ensure that a Materials Transfer Vehicle (MTV) independently delivers HMA from the HMA trucks to the HMA paver. Before beginning, ensure that the temperature of the screed on the HMA paver is heate d to at least the laydown temperature of the HMA. Using the MTVs and HMA pavers, construct paving courses in lifts of at least 4 times the nominal maximum aggregate size of the HMA being constructed. Ensure the paver vibratory screed is on when paving and that the paver automation is used as per the paving plan. Ensure the paver and auger speed are coordinated and operated at the proper speed to allow for a uniform head of material across the entire width of the paver. Ensure that the proper paver and auger speed are maintained. Ensure that the grade and profile are maintained. Use HMA having a nominal maximum aggregate size of 3/8 inch or less in transition (run out) areas. On areas where irregularities or unavoidable obstacles make use of a paver impractical, spread, rake, and lute HMA with hand tools. For these areas, dump, spread, and screed the HMA to obtain the required compacted thickness. When paving HMA HIGH RAP record the laydown temperature (temperature immediately behind the paver) at least once per hour during paving. Submit the temperatures to the RE and the HMA Plant producing the HMA HIGH RAP. Construct joints as follows:
1.Longitudinal Joints. Perform paving with the spring -loaded end plates of the paver in the “down” position and ensure that they are firmly seated on the pavement surface . Ensure augers and tunnels are extended to within 12 to 18 inches of the end plates and that a continual supply of hot material flows out to the end plates and the material is not segregating. Ensure the longitudinal joint in 1 lift offsets that in the lift immediately below by approximately 6 inches. Offset the joint in the surface course from the lane lines by 6 inches. When constructing a joint between lanes of opposing traffic, offset the joint by 6 inches into either lane.
a.Echelon Paving. If a single paver does not spread the HMA the entire width of the roadway, use 2 or more pavers in echelon. Ensure that the trailing paver follows within 300 feet of the lead paver. Extend the screed and end gate of the trailing paver 1 inch over the uncompacted HMA placed by the lead paver. Ensure that the uncompacted HMA elevation from the trailing paver is equal to that from the lead paver at the joint. The Contractor may construct either a butt joint or a wedge joint. Do not rake the joint.
b.Cold Joint Paving. If echelon paving is not possible, construct the pavement using cold longitudinal joints. When constructing the first lane, compact so the line and grade of the edges of the HMA are not displaced. Construct longitudinal joints parallel to the centerlines within a tolerance of ±1 inch per 100 linear feet. If this tolerance is not met, trim or mill the edge of the HMA mat as necessary. Before paving the abutting lane, ensure longitudinal joints are straight and free from dust and debris. For surface course only, uniformly apply polymerized joint adhesive to longit udinal cold joint. Apply a 1/8 inch thick coating of polymerized joint adhesive over the entire joint face. Apply slowly to ensure an even coating thickness. Apply polymerized joint adhesive to the vertical faces, curb, and utility structures. When maintaining traffic with a lift thickness greater than 2 inches, construct a wedge joint. The RE will permit a butt joint for lift thickness 2 inches or less when maintaining traffic, or for lift thickness greater than 2 inches when maintaining traffic is not required. Maintain a uniform width and depth of overlapped material at all times. Position the paver so that the HMA overlaps the edge of the lane previously placed by 1/2 to 1 inch. Leave the material sufficiently high to allow for compaction. Do not lute the HMA material. Do not broadcast HMA material at the joint across the new HMA mat. When compacted, ensure that the new mat at the joint is even or slightly higher (maximum 1/8 inch) than the previously placed adjoining mat. If the newly compacted mat results in a depression at the joint of more than 1/8 inch, suspend paving operations until corrective action is taken to prevent reoccurrence.
2.Transverse Joints. Construct transverse joints to provide a smooth riding surface. When using a bulkhead to form the joint, ensure that the bulkhead forms a straight line and vertical face. If a bulkhead is not used to form the joint, make the joint by sawing the compacted HMA for a sufficient distance behind the end of the placement to ensure full thickness and a smooth surface at the joint. Remove the full lift thickness of HMA ahead of the sawed joint. Paint the joint face with polymerized joint adhesive before the fresh material is placed against it. Unless prohibited by field conditions, cross roll to obtain thorough compaction of these joints.
F.Compacting. Compact with the minimum number of rollers as specified in the Table 401.03.07-2. Table 401.03.07-2 Compaction Requirements Laydown Rate (r), yd2/day Minimum Number of Rollers r 2,000 1 2,000 < r < 4,000 2 r 4,000 3 Orient the drive axles of the roller towards the paver during compaction operation. Operate rollers at a slow, uniform speed not exceeding 2 1/2 miles per hour. If necessary to prevent adhesion of the HMA to the rollers, keep the wheels moistened with water mixed with very small quantities of detergent. Begin compacting at the sides and progress gradually to the center. On superelevated curves, compact from the lower to the upper edge parallel to the centerline and uniformly overlap each preceding track until the entire surface has been compacted. Continue rolling until roller marks are eliminated and the air voids conform to the specified requirements. Along forms, curbs, headers, walls, and other places not accessible to the rollers, compact the HMA by a vibratory drum compactor. Remove and replace HMA that becomes loose, broken, or otherwise defective or that shows an excess or deficiency of asphalt binder material. When paving in echelon, keep the rollers for the first lane approximately 6 inches from the unconfined edge adjacent to the second paving operation. After HMA from the second paver is placed against the uncompacted edge of the mat from the first paver, compact the HMA on both sides of the joint. Prevent lateral or vertical displacement of the unconfined edge during the compaction operation. Ensure that the edge of the drums of the rollers extends over the free edge of the mat by at least 6 inches. When compacting the butt or wedge joint, while paving the adjacent lane, place the roller on the newly placed HMA and overlap the joint by approximately 6 inches. If a test strip was not required, establish a correlation between the nuclear density gauge and the cores as specified in
401.03.07 C.6. To adjust correlation with the thin lift nuclear density gauge, take 1 additional core every week during
the paving operation. The RE may approve addit ional coring with valid cause presented b y the Contractor. On a daily basis, provide results of both the nuclear density and core testing to the RE. Provide core and nuclear density results that include the bulk specific gravity, the maximum specific gra vity according to AASHTO T 209, and the percent air voids. Failure to submit the core and nuclear density test results from the previous week’s paving will result in suspended paving operations.
G.Opening to Traffic. Remove loose material from the traveled way, shoulder, and auxiliary lanes before opening to traffic. Open HMA courses to traffic or construction equipment, including paving equipment, only after the surface temperature has cooled to less than 140 °F. When using Warm Mix Asphalt, do not allow traffic or construction equipment on the HMA course until the surface temperature is less than 120 °F. Ensure that RPMs are installed and rumble strips are constructed within 14 days of opening each day’s surface paving to traffic.
H.Air Void Requirements. Mainline lots are defined as the area covered by a day’s paving production of the same job mix formula for the traveled way and auxiliary lanes. The RE may combine daily production areas less than 1,000 tons with previous or subsequent production areas. If a day’s production is greater than 4 ,000 tons, the RE may divide the area of HMA placed into 2 lots with approximately equal areas. Ramp pavement lots are defined as approximately 10,000 square yards of pavement in ramps. The RE may combine ramps with less than the minimum area into a single lot. If 2 or more ramps are included in a single lot, the RE will require additional cores to ensure that at least 1 core is taken from each ramp. Other pavement lots are defined as approximately 10,000 square yards of pavement in shoulders and other undefined areas. Inside shoulders less than 6 feet in width will not be included in other lots unless requested by the RE. If areas within an existing shoulder are found to be insufficient to support the proposed HMA pavement and the required compaction cannot be achieved , notify the RE immediately. The RE will direct additional milling and paving to provide a suitable base to pave the proposed HMA, or the RE may waive coring and air void requirements in such shoulder areas. The ME will calculate the percent defective (PD) as the percentage of the lot outside the acceptable range of 2 percent air voids to 8 percent air voids. The acceptable quality limit is 10 percent defective. For lots in which PD < 10, the Department will award a positive pay adjustment. For lots in which PD > 10, the Department will assess a negative pay adjustment. The ME will determine air voids from 5 cores taken from each lot in random locations. The ME will determine air voids of cores from the values for the maximum specific gravity of the mix and the bulk specific gravity of the core. The ME will determine the maximum specific gravity of the mix according to NJDOT B-3 and AASHTO T 209, except that minimum sample size ma y be waived in order to use a 6 inch diameter core sample. The ME will determine the bulk specific gravity of the compacted mixture by testing each core according to AASHTO T 166. The ME will calculate pay adjustments based on the following:
1.Sample Mean (X̅ ) and Standard Deviation (S) of the N Test Results (X1, X2,…, XN). X̅ = (X1 + X2 + ⋯ + XN) N S = √(X1 − X̅)2 + (X2 − X̅)2 + ⋯ + (XN − X̅)2 N − 1
2.Quality Index (Q). QL = (X̅ − 2.0) S QU = (8.0 − X̅) S
3.Percent Defective (PD). Using NJDOT ST for the appropriate sample size, the Department will determine PDL and PDU associated with QL and QU, respectively. PD = PDL + PDU
4.Percent Pay Adjustment (PPA). Calculate the PPA for traveled way and ramp lots as specified in Table 401.03.07-3. Table 401.03.07-3 PPA for Mainline Lots and Ramp Lots Quality PPA Surface PD 10 PPA = 4 − (0.4 PD) 10 PD 30 PPA = 1 − (0.1 PD) PD 30 PPA = 40 − (1.4 PD) Intermediate and Base PD 30 PPA = 1 − (0.1 PD) PD 30 PPA = 40 − (1.4 PD) Calculate the PPA for other pavement lots as specified in Table 401.03.07-4. Table 401.03.07-4 PPA for Other Pavement Lots Quality PPA All Courses PD 50 PPA = 1 − (0.1 PD) PD 50 PPA = 92 − (1.92 PD)
5.Outlier Detection. If PD < 10, the ME will not screen for outliers. If PD ≥ 10, the ME will screen acceptance cores for outliers using a statistically valid procedure. The following procedure applies only for a sample size of 5 or 10.
1.The ME will arrange the core results in ascending order, in which X1 represents the smallest value and XN represents the largest value.
2.If XN is suspected of being an outlier, the ME will calculate: R = XN − X(N−1) XN − X1
3.If X1 is suspected of being an outlier, the ME will calculate: R = X2 − X1 XN − X1
4.For N = 5 if R > 0.642, the value is judged to be statistically significant and the core is excluded. For N = 10 if R > 0.412, the value is judged to be statistically significant and the core is excluded. If an outlier is detected for N = 5 and no retest is warranted, the Contractor may replace that core by taking an additional core at the same offset and within 5 feet of the original station. If an outlier is detected and a retest is justified, take a replacement core for the outlier at the same time as the 5 additional retest cores are taken. If the outlier replacement core is not taken within 15 days, the ME will use the initial core results to determine PPA. If an outlier is detected for N = 10, the Contractor may replace that core by taking an additional core at the same offset and within 5 feet of the original station. If the outlier replacement core is not taken within 15 days, the ME will use the initial core results to determine PPA.
6.Retest. If the initial series of 5 cores produces a percent defective value of PD 30 for mainline or ramp lots, or PD 50 for other pavement lots, the Contractor may elect to take an additional set of 5 cores at random locations chosen by the ME. Take the additional cores within 15 days of receipt of the initial cor e results. If the additional cores are not taken within the 15 days, the ME will use the initial core results to determine the PPA. If the additional cores are taken, the ME will recalculate the PPA using t he combined results from the 10 cores.
7.Removal and Replacement. If the final lot PD ≥ 75 (based on the combined set of 10 cores or 5 cores if the Contractor does not take additional cores), remove and replace the lot and all overlying work. The replacement work is subject to the same requirements as the initial work. For shoulder lots, the Department will assess the calculated PPA instead of removal and replacement. Fog seal the lot as specified in 422.03.01.
I.Thickness Requirements. Thickness requirements will apply when full-depth, uniform-thickness HMA pavement construction is shown. The size and the assigned number of thickness lots will match those of the surface course air void lots. The RE will not include areas consisting of different HMA mixtures or thicknesses in the same lot. The ME will test for thickness using the full -depth cores taken for surface course air voids, evaluated according to NJDOT B-4. The ME will base acceptance on total thickness and thickness of the surface course.
1.Total Thickness. The ME will calculate the percent defective (PD) as the percentage of the lot that is less than the design thickness. The ME will consider 10 percent defective as the acceptable quality limit. For lots where PD < 10, the Department will award a positive pay adjustment. For lots where PD > 10, the Department will assess a negative pay adjustment. The Department will base total thickness acceptance on the percentage of the lot estimated to fall below the specified thickness as follows:
a.Sample Mean ( X̅ ) and Standard Deviation (S) of the N Test Resul ts (X1, X 2,..., X N). Calculate as specified in 401.03.07.H.1.
b.Quality Index (Q). QL = (X̅ − Tdes) S Where: Tdes = design thickness.
c.Percent Defective (PD). Using NJDOT ST for the appropriate sample size, determine the percentage of material (PD) falling below the design thickness associated with QL (lower limit).
d.Percent Pay Adjustment (PPA). The Depart ment will determine the pay adjustment based on the quantity of the surface course × PPA. Table 401.03.07-5 Pay Equations for Thickness Quality PPA PD 30 PPA = 1 − (0.1 × PD) PD 30 PPA = 40 − (1.4 × PD)
e.Retest. If the initial series of 5 cores produces a percent defective value of PD 30, the Contractor may elect to take an additional set of 5 cores at random locations chosen by the RE. Notify t he RE within 15 days of receipt of the initial core results to take the additional cores. If the RE is not notified within the 15 days, the ME will use the initial core results to determine the PPA. If the additional cores are taken, the ME will recalculate the PPA using the combined results from the 10 cores.
f.Removal and Replacement. If the final lot PD 75 (based on the combined set of 10 cores or 5 cores if the Contractor does not take additional cores), remove and replace, or mill and overlay, the lot. The replacement work is subject to the same requirements as the initial work.
2.Surface Course Thickness. The ME will evaluate the surface course solely to determine whether a remove-and-replace or an overlay condition exists, not for pay adjustment. The ME will calculate the percent defective (PD) as the percentage of the lot that is less than the allowable thickness for the nominal maximum aggregate used in the surface course. The ME will accept pavement lots with PD 10 and will reject pavement lots with PD > 10. The ME will base surface thickness acceptance on the percentage of the lot estimated to fall below the allowable thickness as follows:
a.Sample Mean (X̅ ) and Standard Deviation (S) of the N Test Results (X 1, X2,..., XN). Calculate using the formula as specified in 401.03.07.H.1.
b.Quality Index (Q). QL = (X̅ − Tall) S Where: Tall = minimum allowable thickness. Table 401.03.07-6 Surface Course Thickness Requirements HMA Mix Design Size Designation Minimum Allowable Compacted Lift Thickness (Tall) 9.5 MM 1.00 inch 12.5 MM 1.25 inches 19 MM 2.00 inches
c.Percent Defective. Using NJDOT ST for the appropriate sample size, determine the percentage of material (PD) falling below the allowable thickness associated with QL (lower limit).
d.Retest. If the initial series of 5 cores produces a percent defective value of PD > 10, the Contractor may take an additional 5 cores at random locations determined by the ME. Notify the RE within 15 days of receipt of the initial core results to take the additional cores. If the RE is not notified within the 15 days, the ME will use the initial core results to determine the PPA. When the additional cores are taken, the ME will recalculate the PPA using the combined results from the 10 cores to obtain the total PD.
e.Removal and Replacement. If the surface cour se fails to meet the acceptance requirement, the Department will require removal and replacement of the lot. The replacement work is subject to the same requirements as the initial work.
J.Ride Quality Requirements. The Department will evaluate the ride quality of the final riding surface of all constructed pavement on the project using the International Roughness Index (IRI) according to ASTM E 1926. The final riding surface is defined as the last lift of the pavement structure where traffic will be allowed. The pavement will be evaluated using the target IRI (T) determined from Table 401.03.07-8. For projects paving on mainline travel lanes equal to or greater than 2,500 feet length and any lane within the project of at least 1,000 feet length, the Department will evaluate the ride quality of the final riding surface of the mainline travel lanes using IRI. The Department will use the measured IRI to calculate the pay adjustment (PA) using pay adjustment equation (PAE) type PA1 as specified in Table 401.03.07-7. PA will be based on lots of 0.01 mile length. The PA will be positive for superior quality work or negative for inferior quality work. For projects paving on mainline travel lanes of less than 2,500 feet length, the RE will visually inspect the final riding surface. Based on visual inspection, if the RE determines that the work may not conform to the ride quality requirements, then the Department will evaluate the ride quality of the final riding surface using IRI. Visual inspection by the RE is considered sufficient gro unds for such evaluation. The Department will use the measured IRI to calculate the PA using pay equation type PA1 as specified in Table 401.03.07-7. For paving on ramps and shoulders, the RE will visually inspect the final riding surface. Based on visual inspection, if the RE determines that the work may not conform to the ride quality requirements, then the Department will evaluate the ride quality of the final riding surface using IRI. Visual inspection by the RE is considered sufficient grounds for such evaluation. The Department will use the measured IRI to calculate the pay adjustment using pay equation type PA2 as specified in Table 401.03.07-7. When paving over bridge structures, the Department will use the measured IRI to calculate the pay adjustment using pay equation type PA3 as specified in Table 401.03.07-7.
1.Smoothness Measurement. The Department will test the longitudinal profile of the final riding surface for ride quality with a Class 1 Inertial Profiling System according to NJDOT R-1. If project conditions preclude the use of the Class 1 Inertial Profiling System, the Department will use a Class 1 Walking Profiler or Lightweight Profiler.
2.Quality Control Testing. Perform quality control testing during lift placement to ensure compliance with the ride quality requirements specified in Table 401.03.07-8.
3.Preparation for IRI Testing. Notify the RE when all paving is complete and the RE will request IRI testing by Pavement & Drainage Management & Technology (PDMT) unit . Provide traffic control when the Department performs IRI testing. Perform mechanical sweeping of the surface before IRI testing. To facilitate auto triggering on laser profilers, place a single line of temporary pavement marking tape perpendicular to the roadway baseline at the beginning and end of each lane, shoulder, and ramp to be tested or at the direction of the Department. Submit the actual stationing for each temporary pavement marking tape location to the RE.
4.Quality Acceptance. The Department will determine acceptance and provide PA based on the following:
a.Pay Adjustment. The acceptable IRI for the roadway pavement will be the target IRI (T) from Table 401.03.07-8 for which full payment will be made and will be determined using the latest available existing current average IRI (C) data of the right most travel lane specified in 102.04 or from PDMT. The number of lots for final pay adjustment will be reduced by the number of lots excluded for each segment shown in Table 401.03.07-7. Lots excluded from final PA will be those with the highest recorded IRI numbers for respective roadway and bridge deck segments. A single average IRI value and the corresponding PA for each 0.01 mile lot will be reported. IRI units are in inches per mile. Table 401.03.07-7 Pay Adjustment Equations (PAE) for Ride Quality Pay Equation Type Exclusions Pay Equations PA1 As shown in the Special Provisions Table 401.03.07-7A IRI ≤ 170 PA1 = PAE IRI > 170 PA1 = –A or Corrective Action PA2 Will include, if tested IRI ≤ 120 PA2 = $0 120 < IRI ≤ 170 PA2 = (IRI − 120) x (−$10.00) IRI > 170 Maximum Negative Pay or Corrective action PA3 Will include, if tested IRI < T PA3 = PAE T ≤IRI ≤120 PA3 = 0 120 <IRI ≤170 PA3 = PAE IRI > 170 PA3 = –A or Corrective Action PAE = A −37.75347 × loge(T) + 194.87 − A −37.75347 × loge(IRI) + 194.87 A = 1267.2 × [M 9 + PD 150] Where: P= Bid price of last lift of the pavement structure to be evaluated or price listed in Table 401.03.07-7B as shown in the Special Provisions, whichever is higher, per Ton D1= Design thickness of last lift to be evaluated, Inch M= Bid price of Milling, per Square Yard T= Target IRI
1.For various design thicknesses of last lift to be evaluated within a segment , calculate the thickness using the following equation: Design thickness of last lift to be evaluated (D) = D1N1 + D2N2 + ⋯ DNNN N1 + N2 + N3 + ⋯ NN Where: DN = Design thickness of the last lift to be evaluated of N sections having same mix, Inch NN = Number of lots of N section with design thickness DN of last lift to be evaluated Table 401.03.07-8 Target IRI for Resurfacing or Reconstruction (T)3 Roadway Type Current average IRI (C) New Construction or Reconstruction Number of Operation for other than New Construction or Reconstruction5 One4 Two4 Three4 Four or More4 Target IRI (T) Freeways or Limited Access Highways ≤ 60 50 50 50 50 61 to ≤ 95 53 50 50 50 96 to ≤ 170 55 53 50 50 171 to ≤ 200 0.64C7 55 53 50 201 to ≤ 285 58 55 50 > 2868 60 58 53 Other than Freeways or Limited Access Highways with speed limit > 35 MPH ≤ 60 60 60 60 60 61 to ≤ 95 63 60 60 60 96 to ≤ 170 66 63 60 60 171 to ≤ 200 0.64C7 66 63 60 201 to ≤ 285 69 66 60 > 2868 72 69 63 Other than Freeways or Limited Access Highways with speed limit ≤ 35 MPH ≤ 60 70 70 70 70 61 to ≤ 95 74 70 70 70 96 to ≤ 170 77 74 70 70 171 to ≤ 200 0.64C7 77 74 70 201 to ≤ 285 81 77 70 > 2868 84 81 74
1.The Department will determine target IRI (T) of roadways containing multiple speed limits of greater than 35 MPH and less than or equal to 35 MPH based on the following equation: Target IRI of a roadway consists of N Roadway type (T) = T1L1 + T2L2 + ⋯ TNLN L1 + L2 + L3 + ⋯ LN Where: TN = Target IRI of N section LN = Length of N section in miles to the nearest 0.01 mile
2.Current average IRI (C) is the average of the latest available preconstruction network level IRI data of right most travel lane from PDMT.
3.Target IRI (T) is the lowest of Current average IRI (C) and T determined from the table.
4.Multiply T with 1.05 for HMA over Concrete, if total HMA after proposed treatment is less than 8 inch thick.
5.Milling or diamond grinding is one operation. Paving each layer of asphalt mix is an individual operation unless plans specify paving a mix in two lifts. In such case, each lift is considered as an operation.
6.Construction or reconstruction of full pavement box on subgrade is new construction or reconstruction.
7.Use Pay Equation as below: IRI ≤ T PA = 0 IRI > T PA = PAE
8.For paving over rubblized concrete, use C > 286 to determine target IRI, then multiply T with 1.05 if total HMA after proposed treatment is less than 8 inch thick.
b.Corrective Action. If the average IRI is greater than 170 inches per mile after testing is performed, the Department may require corrective action or assess the maximum negative pay adjustment as computed in Table 401.03.07-7. If the Department requires corrective action, submit a plan for corrective action. If the plan for corrective action is approved and the lot is corrected, the Department will retest and evaluate the corrected area as a new lot that must meet the same requirements as the initial work. If the plan for corrective action is not approved, the Department may require removal and replacement. The replacement work is subject to the same requirements as the initial work.
401.03.08 Core Samples
Upon completion of an HMA lot, drill cores at random locations determined by the RE at least 12 hours after paving. Take cores in the presence of the RE. Use drilling equipment with a water-cooled, diamond-tipped masonry drill bit that produces 6 inch nominal diameter cores for the full depth of the pavement. Remove the core from the pavement without damaging it. After removing the core, remove all water from the hole. Apply an even coating of tack coat to sides of the hole. Place HMA in maximum lifts of 4 inches in the hole and compact each lift. Ensure that the final surface is 1/4 inch above the surrounding pavement surface. For test strip lots and the first traveled way lot, deliver cores within 48 hours of completing the lot. Deliver all other acceptance cores within 7 days of completing the lot. After each air void lot is placed, drill cores so that the full depth of the course is recovered for air void acceptance testing. If thickness acceptance testing is required as specified in 401.03.07.I, drill the surface course air void cores for the full depth of pavement. The Department will test the full -depth cores for surface course air voids, surf ace course thickness, and total thickness. At least 24 hours prior to coring, provide a tamper proof core sample box for the RE’s inspection and approval. Ensure that the core sample box can be locked and sealed and is tamper proof in such a manner that it cannot be opened without removing the seals. Ensure that the core sample box provides protection for the cores from being disturbed or damaged during transit. Mark the Department assigned core number on the side of the sample. Place core samples and corresponding forms, including a completed and signed Form LB-286 Contractor’s certificate of compliance Core sample delivery, in the core sample box. Ensure Form LB-286 is also signed by a Department witness. Before sealing the core sample box, ensure that the RE has recorded the seal number on the laboratory form. Transport the sealed core sample boxes to the Department Laboratory. The RE at his discretion may decide to deliver the core samples as indicated above. The Department will not accept damaged core samples for testing. If the core sample box exhibits indications of tampering, the core samples will be rejected. If the Department rejects any core samples, drill a replacement core at the same offset and within 5 feet of the original station and deliver to the laboratory as specified above within 48 hours.
401.04 Measurement and Payment
The Department will measure and make payment for Items as follows: Item Pay Unit HMA MILLING, 3" OR LESS SQUARE YARD HMA MILLING, MORE THAN 3" TO 6" SQUARE YARD CONCRETE MILLING SQUARE YARD MICRO-MILLING SQUARE YARD HMA PROFILE MILLING SQUARE YARD HOT MIX ASPHALT PAVEMENT REPAIR SQUARE YARD HMA LONGITUDINAL JOINT REPAIR SQUARE YARD SEALING OF CRACKS IN HOT MIX ASPHALT SURFACE COURSE LINEAR FOOT POLYMERIZED JOINT ADHESIVE LINEAR FOOT TACK COAT GALLON TACK COAT 64-22 GALLON POLYMER MODIFIED TACK COAT GALLON PRIME COAT GALLON HOT MIX ASPHALT ___ ___ ___ SURFACE COURSE TON HOT MIX ASPHALT ___ ___ ___ SURFACE COURSE HIGH RAP TON HOT MIX ASPHALT ___ ___ ___ INTERMEDIATE COURSE TON HOT MIX ASPHALT ___ ___ ___ INTERMEDIATE COURSE HIGH RAP TON
Referenced in this section
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Source: Standard Specifications for Road and Bridge Construction, 2019 (rev. 2022-12-21) Edition. Pages 184–200 of 651. View official source ↗