400Hot Mix Asphaltic Concrete Construction

400.1General Description

This work includes constructing one or more courses of bituminous plant mixture on the prepared foundation or existing roadway surface. Ensure the mixture conforms with lines, grades, thicknesses, and typical cross sections shown on the plans or established by the Engineer. This section includes the requirements for all bituminous plant mixtures regardless of the gradation of the aggregates, type and amount of bituminous material, or pavement use. Acceptance of work is on a lot-to-lot basis according to the requirements of this Section and Section 106. 400.1.01 Definitions Segregated Mixture: Mixture lacking homogeneity in HMA constituents of such magnitude there is a reasonable expectation of accelerated pavement distress or performance problems. May be quantified by measurable changes in temperature, gradation, asphalt content, air voids, or surface texture. Wearing Course: The upper course of asphaltic concrete placed on a roadway, airport or other asphalt pavement. Surface Course: The upper course of asphaltic concrete placed on a roadway, airport or other asphalt pavement and also includes the dense-graded asphaltic concrete mixture beneath Open Graded Friction Course (OGFC) or Porous European Mixture (PEM). Intermediate (Binder) Course: The lift(s) of asphaltic concrete above the base course and below the wearing course. Asphaltic Concrete Base Course: The lower lift(s) of asphaltic concrete generally placed on graded aggregate base (GAB), soil cement or other stabilized base material. New Construction: A roadway section more than 0.5 mile (800 m) long that is not longitudinally adjacent to the existing roadway. If one or more lanes are added longitudinally adjacent to the existing lane, the lane(s) shall be tested under the criteria for a resurfacing project. If work is performed on the existing roadway including leveling, grade changes, widening and/or resurfacing then that lane shall be tested under the criteria for a resurfacing project. Trench Widening: Widening no more than 4 ft. (1.2 m) in width. Comparison Sample: Opposite quarters of material sampled by the Contractor. Independent Sample (Quality Assurance Sample): A sample taken by the Department to verify an acceptance decision without regard to any other sample that may also have been taken to represent the material in question. Referee sample: A sample of the material retained during the quartering process which is used for evaluation if a comparison of Contractor and Departmental split sample test results is outside allowable tolerances. 400.1.02 Related References

365 365 365 365 365 365 365

AASHTO T 324 AASHTO T 315 AASHTO T 209 AASHTO T 202 AASHTO T 49 Department of Transportation Standard Operating Procedure (SOP) 15 Department of Transportation Standard Operating Procedure (SOP) 27 Department of Transportation Standard Operating Procedure (SOP) 40 Department of Transportation Standard Operating Procedure (SOP) 46 GDT 38 GDT 39 GDT 42 GDT 59 GDT 73 GDT 78 GDT 83 GDT 119 GDT 125 GDT 126 GDT 134 GSP 15 GSP 21 QPL 1 QPL 2 QPL 7 QPL 26 QPL 30 QPL 39 QPL 41 QPL 45 QPL 65 QPL 67 QPL 70 QPL 77 QPL 88 QPL 91 366 366 366 366 366 366 366

QPL 92 (A, B, C) QPL 97 400.1.03 Submittals

Furnish formal written invoices from a supplier for all materials used in production of HMA when requested by the Department. Show the following on the Bill of Lading: • Date shipped • Quantity in tons (megagrams) • Included with or without additives (for asphalt cement) Purchase asphaltic cement directly from a supplier listed on Qualified Products List 7 and provide copies of Bill of Lading at the Department’s request.

Before starting asphaltic concrete construction, submit a written paving plan to the Engineer for approval. Include the following on the paving plan: • Proposed starting date • Location of plant(s) • Rate of production • Average haul distance(s) • Number of haul trucks • Paver speed feet (meter)/minute for each placement operation • Mat width for each placement operation • Number and type of rollers for each placement operation • Sketch of the typical section showing the paving sequence for each placement operation • Electronic controls used for each placement operation • Temporary pavement marking plan If staged construction is designated in the plans or contract, provide a paving plan for each construction stage. If segregation is detected, submit a written plan of measures and actions to prevent segregation. Work will not continue until the plan is submitted to and approved by the Department.

Submit to the Engineer a written job mix formula proposed for each mixture type to be used based on an approved mix design. Furnish the following information for each mix: • Specific project for which the mixture will be used • Source and description of the materials to be used • Mixture I.D. Number • Proportions of the raw materials to be combined in the paving mixture • Single percentage of the combined mineral aggregates passing each specified sieve • Single percentage of asphalt by weight of the total mix to be incorporated in the completed mixture • Single temperature at which to discharge the mixture from the plant • Theoretical specific gravity of the mixture at the designated asphalt content • Name of the person or agency responsible for quality control of the mixture during production 367 367 367 367 367 367 367

Do the following to have the Job Mix Formulas approved in accordance with SOP 40 Approval of Contractor Job Mix Formulas and to ensure their quality:

to be used. No mixture will be accepted until the Engineer has given approval.

design results for other mixes to be used.

supplied to the Department according to Subsection 106.01, Source of Supply and Quantity of Materials.

Submit a Quality Control Plan to the Office of Materials and Testing for approval. The Quality Control Program will be included as part of the certification in the annual plant inspection report.

400.2Materials

Ensure materials comply with the specifications listed in Table 1. TABLE 1—MATERIALS SPECIFICATIONS Material Subsection Asphalt Cement, Grade Specified 820.2 Coarse Aggregates for Asphaltic Concrete 802.2.02 Fine Aggregates for Asphaltic Concrete 802.2.01 Mineral Filler 883.1 Heat Stable Anti-Stripping Additive 831.2.04 Hydrated Lime 882.2.03 Silicone Fluid (When approved by the Office of Materials and Testing) 831.2.05 Bituminous Tack Coat: PG 58-22, PG 64-22, PG 67-22 820.2 Hot Mix Asphaltic Concrete Mixtures 828 Fiber Stabilizing Additives 819 When approved by the Office of Materials and Testing and required in the Contract, provide Uintaite material, hereafter referred to by the common trade name Gilsonite, as a reinforcing agent for bituminous mixtures. Supply a manufacturer’s certification that the Gilsonite is a granular solid which meets the following requirements: Softening Point (AASHTO: T-53) 300-350 °F (150-175 °C) Specific Gravity, 77 °F (25 oC) (AASHTO: T-228) 1.04 ± 0.02 Flash Point, COC (AASHTO: T-48) 550 °F (290 °C) Min. Ash Content (AASHTO: T-111) 1.0% Max. Penetration, 77 °F (25 oC), 100 gm., 5 sec. (AASHTO: T-49) 0 368 368 368 368 368 368 368

400.2.01 Delivery, Storage, and Handling Storage of material is allowed in a properly sealed and insulated system for up to 24 hours. Ensure Stone Matrix Asphalt (SMA), Open-Graded Friction Course (OGFC), or Porous European Mix (PEM) mixtures are not stored more than 12 hours. Mixtures other than SMA, OGFC, or PEM may be stored up to 72 hours in a sealed and insulated system, equipped with an auxiliary inert gas system, with the Engineer’s approval. Segregation, lumpiness, drain- down, or stiffness of stored mixture is cause for rejection of the mixture. The Engineer will not approve using a storage or surge bin if the mixture segregates, loses excessive heat, or oxidizes during storage. The Engineer may obtain mixture samples or recover asphalt cement according to GDT 119 or AASHTO T 324. AASHTO T 315, AASHTO T 202, or AASHTO T 49 will be used to perform viscosity and penetration tests to determine how much asphalt hardening has occurred. AASHTO T-324 will be used to perform Hamburg Wheel Tracking Device testing to determine rutting and moisture damage susceptibility.

Ensure trucks used for hauling bituminous mixtures have tight, clean, smooth beds. Follow these guidelines when preparing vehicles to transport bituminous mixtures:

mixture from sticking to the bed. Ensure the releasing agent is not detrimental to the mixture. When applying the agent, drain the excess agent from the bed before loading. Remove from the project any transporting vehicles determined to contain unapproved releasing agents.

Securely fasten the waterproof cover before the vehicle begins moving.

• Consists of builders insulating board or equivalent; • Has a minimum “R” value of 4.0; and • Can withstand approximately 400 °F (200 °C) temperatures Install the insulating material so it is protected from loss and contamination. A “Heat Dump Body” may be used in lieu of insulation of the bed. “Heat Dump Body” refers to any approved transport vehicle capable of diverting engine exhaust and transmitting heat evenly throughout the dump body to keep asphalt at required temperature. Mark the “Heat Dump Body” clearly with “OPEN” and “CLOSE” position at the exhaust diverter. Install a padlock and lock it in the “OPEN” position when the “Heat Dump Body” is used to transport bituminous mixtures.

placement of these holes are located to assure the thermometer is being placed in the hot mix asphaltic concrete mixtures. Ensure the mixture is delivered to the roadway at a temperature within ± 20 °F (± 11 °C) of the temperature on the job mix formula. If the Engineer determines a truck may be hazardous to the project or adversely affect the quality of the work, remove the truck from the project.

To transport, convey, and store bituminous material, use containers free of foreign material and equipped with sample valves. Bituminous material will not be accepted from conveying vehicles if material has leaked or spilled

from the containers.

400.3Construction Requirements

01 Personnel

General Provisions 101 through 150. 369369369369369369369

400.3.02 Equipment

Hot mix asphaltic concrete plants producing mix for Department use are governed by Quality Assurance for Hot Mix

Asphaltic Concrete Plants in Georgia, Laboratory Standard Operating Procedure No. 27.

The Engineer will approve the equipment used to transport and construct hot mix asphaltic concrete. Ensure the

equipment is in satisfactory mechanical condition and can function properly during production and placement

operations. Place the following equipment at the plant or project site:

Provide a field laboratory according to Section 152.

Provide scales as follows:

measurement method for payment.

Subsection 109.01, Measurement and Quantities.

scales. A net weight system will include, but is not limited to:

• Hopper or batcher-type weight systems delivering asphaltic mixture directly to the truck

• Fully automatic batching equipment with a digital recording device

the Engineer.

meets the requirements in Subsection 109.01, Measurement and Quantities

Furnish batch type asphalt plants with automatic time-locking devices controlling the mixing time

automatically. Construct these devices to ensure the operator cannot shorten or eliminate any portion of

the mixing cycle.

Provide surge and storage bins as follows:

air infiltration and to maintain an inert atmosphere during storage. Bins not intended as storage bins may

be used as surge bins to hold hot mixtures for part of the working day. However, empty these surge bins

completely at the end of the working day.

trucks are loaded.

or stiffness.

requirements in Subsection 109.01 Measurement and Quantities. 370370370370370370370

Control dust collection as follows:

meter all or part of the collected dust uniformly into the aggregate mixture and waste the excess. The

collected dust percentage returned to the mixture is subject to the Engineer’s approval.

hot aggregate flow, and meter the flow to maintain a constant, proportioned and uniform flow.

When mineral filler is required as a mixture ingredient:

with uniform distribution.

• Is accurate to within ± 10 percent of the filler required

• Has a convenient and accurate means of calibration

• Interlocks with the aggregate feed or weigh system to maintain the correct proportions for all

rates of production and batch sizes

controls to interrupt the mixture production if mineral filler introduction fails to meet the required target

value after no longer than 60 seconds.

• Batch Type Asphalt Plant: add mineral filler to the mixture in the weigh hopper.

• Continuous Plant Using Pugmill Mixers: feed the mineral filler into the hot aggregate before it is

introduced into the mixer to ensure dry mixing is accomplished before the bituminous material

is added.

• Continuous Plants Using the Drier-Drum Mixers: add the mineral filler to ensure dry mixing is

accomplished before the bituminous material is added and ensure the filler does not become

entrained into the air stream of the drier.

When hydrated lime is required as a mixture ingredient:

material to the mixture. Ensure the addition of hydrated lime will not become entrained in the exhaust

system of the drier or plant.

• Is accurate to within ± 10 percent of the amount required

• Has a convenient and accurate means of calibration

• Interlocks with the aggregate feed or weigh system to maintain the correct proportions for all

rates of production and batch sizes and to ensure mixture produced is properly treated with lime

controls to interrupt mixture production if hydrated lime introduction fails to meet the required target value

after no longer than 60 seconds. 371371371371371371371

Certify the accuracy of the net weight weighing mechanisms by an approved registered scale serviceperson at

least once every 6 months. Check the accuracy of net weight weighing mechanisms at the beginning of

Project production and thereafter as directed by the Engineer. Check mechanism accuracy as follows:

net weight and weight obtained from the commercial scales is no greater than 4 lbs./1,000 lbs. (4 kg/Mg)

of load.

Check the accuracy of the bitumen scales as follows:

• Use standard test weights.

• If the checks indicate printed weights are out of tolerance, have a registered scale serviceperson

check the batch scales and certify the accuracy of the printer.

• While the printer system is out of tolerance and before its adjustment, continue production only if

using a set of certified truck scales to determine the truck weights.

check batching scale accuracy.

quantities, are within two percent throughout the range.

When stabilizing fiber is required as a mixture ingredient:

uniform distribution.

• Is accurate to within ± 10 percent of the amount required. Automatically adjusts the feed rate to

maintain the material within this tolerance at all times.

• Has a convenient and accurate means of calibration.

• Provide in-process monitoring, consisting of either a digital display of output or a printout of feed

rate, in pounds (kg) per minute, to verify feed rate.

• Interlocks with the aggregate feed or weigh system to maintain the correct proportions for all

rates of production and batch sizes.

to interrupt the mixture production if fiber introduction fails or if the output rate is not within the tolerances

given above.

• When a batch type plant is used, add the fiber to the aggregate in the weigh hopper. Increase the

batch dry mixing time by 8 to 12 seconds from the time the aggregate is completely emptied into

the mixer to ensure the fibers are uniformly distributed prior to the injection of asphalt cement

into the mixer.

• When a continuous or drier-drum type plant is used, add the fiber to the aggregate and uniformly

disperse prior to the injection of asphalt cement. Ensure the fibers will not become entrained in

the exhaust system of the drier or plant. 372372372372372372372

When specified, crumb rubber modifier may be substituted at the Contractor’s discretion to produce a PG

76-22 asphaltic cement at the production facility in accordance with Section 820:

percentage of crumb rubber into the mixture.

• Is accurate to within ± 6 percent of the amount required. Automatically adjusts the feed rate to

maintain the material within this tolerance at all times.

• Has a convenient and accurate means of calibration.

• Provide in-process monitoring, consisting of either a digital display of output or a printout of feed

rate, in pounds per minute, to verify feed rate. Ensure the supply system reports the feed in 1 lb.

(454 gr.) increments using load cells enabling the user to monitor the depletion of the modifier.

Monitoring the system volumetrically will not be allowed.

• Interlocks with the aggregate weigh system and asphaltic cement pump to maintain the correct

proportions for all rates of production and batch sizes.

interrupt the mixture production if the crumb rubber introduction output rate is not within the ± 6 percent

tolerance given above. This interlock will immediately notify the operator if the targeted rate exceeds

introduction tolerances. All plant production will cease if the introduction rate is not brought back within

tolerance after 30 seconds. When the interlock system interrupts production and the plant has to be

restarted, upon restarting operations; ensure the modifier system runs until a uniform feed can be

observed on the output display. Ensure all mix produced prior to obtaining a uniform feed is rejected.

• When a batch type plant is used, add the rubber to the aggregate in the weigh hopper. Increase

the batch dry mixing time by 15 to 20 seconds from the time the aggregate is completely emptied

into the mixer to ensure the modifiers are uniformly distributed prior to the injection of asphalt

cement into the mixer. Increase the batch wet mix time by 15 to 20 seconds to ensure the crumb

rubber modifier is uniformly blended with the asphaltic cement.

• When a continuous or drier-drum type plant is used, add the rubber to the aggregate and

uniformly disperse prior to the injection of asphalt cement. The point of introduction in the drum

mixer will be approved by the Engineer prior to production. Ensure the crumb rubber modifier

will not become entrained in the exhaust system of the drier or plant and will not be exposed to

the drier flame at any point after induction.

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When reinforcement fiber is specified in the contract as a mixture ingredient:

Ensure, that the reinforcement fiber is an approved material and listed on QPL 97” Georgia’s List of Approved

Reinforcement Fiber”. Use a separate Fiber Meetering Device feed system to proportion by weight of the total

asphaltic cement, the required percentage of fiber-reinforcement into the mixture.

• Is accurate to within ± 6 percent of the amount required. Automatically adjusts the feed rate to

maintain the material within this tolerance at all times.

• Has a convenient and accurate means of calibration.

• Provides in-process monitoring, consisting of either a digital display of output or a printout of

feed rate, in pounds, or (kg) per minute, to verify feed rate

• Interlocks with the aggregate feed or weigh system to maintain the correct proportions for all

rates of production and batch sizes.

to interrupt the mixture production if fiber introduction fails or if the output rate is not within the

tolerances given above.

• When a batch type plant is used, add the fiber dossage to the aggregate in the weigh hopper.

This may be done with loose fibers and a Fiber Meetering Device or may be done by using pre-

measured packages that are specifically designed to disintegrate within the mixing cycle.

Increase the batch dry mixing time by 8 to 12 seconds from the time the aggregate is completely

emptied into the mixer to ensure the fibers are uniformly distributed prior to the injection of

asphalt cement into the mixer.

• When a continuous or drier-drum type plant is used, add the fiber to the aggregate or RAP

material at the beginning of the mixing cycle and uniformly disperse prior to the injection of

asphalt cement. The final configuration of the fibers at the point when mixing begins, should

closely resemble the fibers as they are packaged. Pre-distributing the fibers into their individual

form should be avoided. Ensure the fibers will not become entrained in the exhaust system of

the drier or plant. The producer should inspect their plant for any protrusions that may

accumulate fibers and create the potential for fiber clumps.

• When a continuous or drier-drum type plant is used for limited production volumes, the addition

of the fibers may be done by using pre-measured packages that are specifically designed to

disintegrate within the mixing cycle and adding them directly into the RAP port of the plant.

Because this is not an automated process, a written protocol must be supplied by the producer

to demonstrate how they will attain the dossage requirement, and documentation must be

supplied by the material manufacturer assuring this method will produce the desired random

fiber distribution. 374374374374374374374

Provide sufficient hand tools and power equipment to clean the roadway surface before placing the

bituminous tack coat. Use power equipment complying with Subsection 424.3.02.F, Power Broom and

Power Blower.

To apply the bituminous tack coat, use a pressure distributor complying with

Subsection 424.3.02.B, Pressure Distributor.

To place hot mix asphaltic concrete, use bituminous pavers that can spread and finish courses that are:

• As wide and deep as indicated on the plans

• True to line, grade, and cross section

• Smooth

• Uniform in density and texture

and materials required to provide continuous line and grade reference control to the automatic paver

control system.

actuated from sensor-directed mechanisms or devices that will maintain the paver screed at a pre-

determined transverse slope and elevation to obtain the required surface.

desired slope within ± 0.1 percent. Do not use continuous paving set-ups resulting in unbalanced screed

widths or off-center breaks in the main screed cross section unless approved by the Engineer.

used is approved by the Engineer.

• Automatic grade sensing and slope control

• Automatic dual grade sensing

• Combination automatic and manual control

• Total manual control

Ensure the controls are referenced with a taut string or wire set to grade, or with a ski-type device or

mobile reference at least 30 ft. (9 m) long when using a conventional ski. Approved non-contacting laser

or sonar-type skis listed on QPL 91 “Georgia’s List of Approved Non-contacting Laser and Sonar-type

Electronic Grade and Slope Controls” may be used in lieu of conventional 30 ft. (9 m) skis. Under limited

conditions, a short ski or shoe may be substituted for a long ski on the second paver operating in tandem,

or when the reference plane is a newly placed adjacent lane.

Automatic screed control is required on all projects; however, when the Engineer determines that project

conditions prohibit the use of such controls, the Engineer may waive the grade control, or slope control

requirements, or both.

extensions to extend the screeds, or use an approved mechanical screed extension device. When the

screed is extended, add auger extensions to assure a length of no more than 18 in. (0.5 m) from the auger

to the end gate of the paver. Auger extensions may be omitted when paving variable widths. Ensure the

paver is equipped with tunnel extensions when the screed and augers are extended. 375375375375375375375

NOTE: Do not use extendible strike-off devices instead of approved screed extensions. Only use a strike-off

device in areas that would normally be luted in by hand labor .

Ensure that the compaction equipment is in good mechanical condition and can compact the mixture to the

required density. The compaction equipment number, type, size, operation, and condition is subject to the

Engineer’s approval

route system with the following conditions. If a project fails to meet any one of the following conditions,

the MTV’s use is not required other than during the placement of SMA, PEM and OGFC mixtures. MTVs

are required during the placement of SMA, PEM and OGFC mixtures regardless of ADT, project length

and mixture tonnage unless waived at the discretion of the Office of Materials and Testing.

1) When to use:

• The two-way ADT is equal to or greater than 6000

• The project length is equal to or greater than 3000 linear feet (915 linear meters)

• The total tonnage (megagrams) of all asphaltic concrete mixtures is greater than 2000 tons

(1815 Mg)

2) Where to use:

• Mainline of the traveled way

• Collector/distributor (C/D) lanes on Interstates and limited access roadways

• Leveling courses at the Engineer’s discretion

3) Do not use the MTV for the following conditions:

• A resurfacing project that only 9.5 mm mix is required.

• A project with lane width that is equal or less than 11 ft. (3.4 m).

• A passing lane only project.

• When noted on the plans.

1) MTV

• Has a truck unloading system which receives mixture from the hauling equipment and

independently deliver mixtures from the hauling equipment to the paving equipment.

• Has mixture remixing capability approved by the Office of Materials and Testing and is listed on

QPL 88 “Georgia’s List of Approved Materials Transfer Vehicles”.

• Provides to the paver a homogeneous, non-segregated mixture of uniform temperature with no

more than 20 °F (11 °C) difference between the highest and lowest temperatures when

measured transversely across the width of the mat in a straight line at a distance of one foot to

twenty-five feet (0.3 m to 7.6 m) from the screed while the paver is operating. Ensure that the

MTV is capable of providing the paver a consistent material flow that is sufficient to prevent the

paver from stopping between truck exchanges.

2) Conventional Paving Equipment

• Has a paver hopper insert with a minimum capacity of 14 tons (13 Mg) installed in the hopper of

conventional paving equipment when an MTV is used. 376376376376376376376

after there is sufficient mix placed to maintain traffic in a safe manner. However, placement of hot mix

asphaltic concrete in a lift not exceeding 2 in. (50 mm) may continue until any additional hot mix in transit

at the time of the malfunction has been placed. Cease spreading operations thereafter until the MTV

is operational.

vehicles or equipment on the bridge. Move the MTV across a bridge in a travel lane and not on the

shoulder. Ensure the speed of the MTV is no greater than 5 mph (8 kph) without any acceleration or

deceleration while crossing a bridge.

400.3.03 Preparation

Prepare the existing surface as follows:

to the Engineer’s satisfaction.

Before placing leveling course:

the Engineer.

for patches does not require a job mix formula but must meet the gradation range shown in Section 828.

The Engineer must approve the asphalt content to be used.

Apply the tack coat according to Section 413. The Engineer will determine the application rate, which must be

within the limitations in Tables 2A and 2B.

TABLE 2A—APPLICATION RATES FOR BITUMINOUS TACK, GAL/YD² (L/M²)

Tack Uses Minimum Maximum

Under OGFC and PEM Mixes 0.06 (0.27) 0.08 (0.36)

All Other Mixes 0.04 (0.18) 0.06 (0.27)

Non-tracking Hot Applied Polymer

Modified Tack (NTHAPT)

(Note 2)

0.06 (0.27) 0.18 (0.81)

Note 1: On thin leveling courses and freshly placed asphaltic concrete mixes, reduce the application rate to 0.02

to 0.04 gal/yd² (0.09 to 0.18 L/m²).

Note 2: Use higher application rate (0.12 to 0.18) within the minimum and maximum range under OGFC and

PEM Mixes 377377377377377377377

TABLE 2B – APPLICATION RATES FOR ANIONIC EMULSIFIED ASPHALT OR

CATIONIC EMULSIFIED ASPHALT BITUMINUS TACK, GAL/YD² (L/M²)

Tack Uses Minimum Maximum

New Asphaltic Concrete Pavement to

New Asphaltic Concrete Pavement or

Thin Lift Leveling

0.05 (0.23) 0.08 (0.36)

New Asphaltic Concrete Pavement (≤

25% RAP) to Aged Existing Pavement

or Milled Surface

0.06 (0.27) 0.10 (0.45)

New Asphaltic Concrete Pavement

(> 25% RAP) to Aged Existing

Pavement or Milled Surface

0.08 (0.36) 0.12 (0.54)

Non-tracking Emulsified Asphalt 0.07 (0.32) 0.12 (0.54)

CQS-Special Modified Asphalt

Emulsion (Note 1)

0.12 (0.54) 0.28 (1.27)

• Allow standard anionic emulsified asphalt or cationic emulsified asphalt to break per emulsion manufacturer’s

recommendation. Proceed with paving only after the anionic emulsified asphalt or cationic emulsified asphalt

has cured to the satisfaction of the Engineer.

• Do not use anionic emulsified asphalt or cationic emulsified asphalt, other than CQS-Special Modified Asphalt

Emulsion in conjunction with a spray paver, under OGFC or PEM on interstates or limited access state routes.

Note 1: Use higher application rate (0.22 to 0.28) within the minimum and maximum under OGFC

and PEM Mixes

leveling course of hot mix asphaltic concrete materials.

• Subsection 400.3.05.A, Observe Composition of Mixtures

• Section 828

• Leveling acceptance schedules in

Subsection 400.3.06.A, Acceptance Plans for Gradation and Asphalt Cement Content

according to Table 3, but do not use 4.75 mm mix on interstate projects.

width and no less than the length of the affected area as determined by the Engineer. 378378378378378378378

TABLE 3—LEVELING AND PATCHING MIX TYPES

Thickness Rate of Spread Type of Mix

Up to 0.75 in. (19 mm) Up to 85 lbs./yd² (46 kg/m²) 4.75 mm Mix or 9.5 mm Superpave Type 1

0.75 to 1.5 in. (19 to 38 mm) 85 to 165 lbs./yd²(46 to 90 kg/m²) 9.5 mm Superpave Type 2

1.5 to 2 in. (38 to 50 mm) 165 to 220 lbs./yd² (90 to 120 kg/m²) 12.5 mm Superpave *

2 to 3 in. (50 to 75 mm) 220 to 330 lbs./yd² (120 to 180 kg/m²) 19 mm Superpave **

Over 2.5 in. (64 mm) Over 275 lbs./yd² (180 kg/m²) 25 mm Superpave

* This mixture may be used for isolated patches no more than 6 in. (150 mm) deep and no more than 4 ft.

(1.2 m) in diameter or length.

** This mixture may be used for patching no more than 4 in. (100 mm) deep in limited confined deep mill and

patching locations.

400.3.04 Fabrication

General Provisions 101 through 150.

400.3.05 Construction

Provide the Engineer at least one day’s notice prior to beginning construction, or prior to resuming production if

operations have been temporarily suspended.

If the material changes, or if a component affecting the ingredient proportions has been repaired, replaced, or

adjusted, check and recalibrate the proportions.

Calibrate as follows:

proportioning mixture ingredients.

379379379379379379379

Compose hot mix asphaltic concrete from a uniform mixture of aggregates, bituminous material, and if

required, hydrated lime, mineral filler, or other approved additive.

Ensure the constituents proportional to produce mixtures meeting the requirements in Section 828. The

general composition limits prescribed are extreme ranges within which the job mix formula must be

established. Base mixtures on a design analysis that meets the requirements of Section 828.

Ensure the field performance of the in-place mixtures meet the requirements of Subsection 828.2B for

Permeability, Moisture Susceptibility, Rutting Susceptibility and Fatigue. In-place mix may be evaluated for

compliance with Subsection 828.2.B at the discretion of the State Bituminous Construction Engineer under

the following conditions:

• Deviates greater than 10 percent on gradation for mixture control sieves from the approved Job Mix

Formula based on Acceptance or Independent Samples.

• Deviates greater than 0.7 percent in asphalt cement content from the approved Job Mix Formula

based on Acceptance or Independent Samples.

• The calculated mean pavement air voids result in an adjusted pay factor less than 0.80 or any single

sub lot result in mean pavement air voids exceeding 10.5 percent.

• Mix produced not using an approved mix design and/or job mix formula.

Remove and replace any material determined to not meet the requirements established in Section 828.2.B at

the Contractor’s expense.

If control test results show the characteristic tested does not conform to the job mix formula control

tolerances given in Section 828, take immediate action to ensure that the quality control methods

are effective.

Control the materials to ensure extreme variations do not occur. Maintain the gradation within the composition

limits in Section 828.

Uniformly heat the bituminous material to the temperature specified in the job mix formula with a tolerance of

± 20 °F (± 11 °C).

Prepare the aggregate as follows:

prepared mixture. If this problem occurs, the Engineer will establish a maximum limit for moisture content in

the aggregates. When this limit is established, maintain the moisture content below this limit.

Proportion the mixture ingredients as necessary to meet the required job mix formula. Mix until a homogenous

mixture is produced.

When mineral filler is used, introduce it in the proper proportions and as specified in

Subsection 400.3.02.B.5, Mineral Filler Supply System. 380380380380380380380

When hydrated lime is included in the mixture, add it at a rate specified in Section 828 and the job mix

formula. Use methods and equipment for adding hydrated lime according to Subsection 400.3.02.B.6,

Hydrated Lime Treatment System.

Add hydrated lime to the aggregate by using Method A or B as follows:

Method A—Dry Form—Add hydrated lime in its dry form to the mixture as follows, according to the type

of plant:

directed by the Engineer.

into the mixer to ensure dry mixing is complete before the bituminous material is added.

Method B—Lime/Water Slurry—Add the required quantity of hydrated lime (based on dry weight) in

lime/water slurry form to the aggregate. This solution consists of lime and water in concentrations as directed

by the Engineer.

Equip the plant to blend and maintain the hydrated lime in suspension and to mix the hydrated lime with the

aggregates uniformly in the proportions specified.

entrained into the air stream of the drier and to ensure thorough dry mixing will be complete before the

bituminous material is added.

When stabilizing fiber is included in the mixture, add stabilizing fiber at a rate specified in Section 819 and the

Job Mix Formula. Introduce it as specified in Subsection 400.3.02.B.8, Fiber Supply System.

When approved by the Office of Materials and Testing and required by the Contract, add the Gilsonite

modifier to the mixture at a rate to ensure eight percent by weight of the asphalt cement is replaced by

Gilsonite. Use either PG 64-22 or PG 67-22 asphalt cement as specified in Subsection 820.2.01. Provide

suitable means to calibrate and check the rate of Gilsonite being added. Introduce Gilsonite modifier by either

of the following methods.

Increase the dry mix cycle by a minimum of 10 seconds after the Gilsonite is added and prior to

introduction of the asphalt cement. For this method, supply Gilsonite in plastic bags to protect the

material during shipment and handling and store the modifier in a waterproof environment. Ensure the

bags are capable of being completely melted and uniformly blended into the combined mixture.

Gilsonite may also be added through a mineral filler supply system as described in Subsection

400.3.02.B.5, Mineral Filler Supply System. Ensure the system is capable of injecting the modifier into the

weigh hopper near the center of the aggregate batching cycle so the material can be accurately weighed.

introduce the Gilsonite prior to the asphalt cement injection point. The modifier must proportionately feed

into the drum mixer at the required rate by a proportioning device which shall be accurate within ± 10

percent of the amount required. Ensure the entry point is away from flames and the Gilsonite will not be

caught up in the air stream and exhaust system.

Do not use mixtures prepared from aggregates from different sources intermittently. This will cause the color

of the finished pavement to vary. 381381381381381381381

Do not mix and place asphaltic concrete if the existing surface is wet or frozen. Do not lay asphaltic concrete

OGFC mix or PEM at air temperatures below 60 ºF (16 ºC). When using a MTV, OGFC mix or PEM may be placed

at 55 ºF (13 ºC) when approved by the Engineer. For other courses, follow the temperature guidelines in the

following table:

TABLE 4—LIFT THICKNESS TABLE

Lift Thickness Minimum Temperature

1 in. (25 mm) or less 55 °F (13 °C)

1.1 to 2 in. (26 mm to 50 mm) 45 °F (8 °C)

2.1 to 3 in. (51 mm to 75 mm) 40 °F (4 °C)

3.1 to 4 in. (76 mm to 100 mm) 35 °F (2 °C)

4.1 to 8 in. (101 mm to 200 mm) 32 °F (0 °C) and rising. Base material must not be frozen.

Spread and finish the course as follows:

Determine the maximum compacted layer thickness by the type mix being used according to Table 5.

TABLE 5—MIX TYPE MINIMUM, MAXIMUM LAYER AND TOTAL THICKNESS

Mix Type Minimum Layer

Thickness

Maximum Layer

Thickness

Maximum Total

Thickness

25 mm Superpave 2 1/2 in. (64 mm) 5 in. (125 mm) * —

19 mm Superpave 1 3/4 in. (44 mm) 3 in. (75 mm) * —

12.5 mm Superpave 1 3/8 in. (35 mm) 2 1/2 in. (64 mm)**/*** 8 in. (200 mm)

9.5 mm Superpave

Type 2

1 1/8 in. (29 mm) 1 1/2 in. (38 mm)*** 4 in. (100 mm)

9.5 mm Superpave

Type 1

7/8 in. (22 mm) 1 1/4 in. (32 mm) 4 in. (100 mm)

4.75 mm Mix 3/4 in. (19 mm) 1 1/8 in. (29 mm) 2 in. (50 mm)

9.5 mm OGFC 75 lbs./yd² (41 kg/m²) 95 lbs./yd² (51 kg/m²) —

12.5 mm OGFC 85 lbs./yd² (46 kg/m²) 110 lbs./yd² (60 kg/m²) —

12.5 mm PEM 110 lbs./yd² (60 kg/m²) 165 lbs./yd² (90 kg/m²) —

9.5 mm SMA 1 1/8 in. (29 mm) 1 1/2 in. (38 mm) 4 in. (100 mm)

12.5 mm SMA 1 3/8 in. (35 mm) 3 in. (75 mm) 6 in. (150 mm)

19 mm SMA 1 3/4 in. (44 mm) 3 in. (75 mm) —

* Allow up to 6 in. (150 mm) per lift on trench widening. **Allow up to 4 in. (100 mm) per lift on trench widening of

≤ 2 ft. when no overlay is required. ***Place 9.5 mm Superpave and 12.5 mm Superpave up to 4 in. (100 mm) thick for

driveway and side road transition. 382382382382382382382

delivery vehicles.

rate. Use a mechanical spreader true to the line, grade, and cross section specified.

material or use a mechanical spreader meeting the requirements in Subsection 400.3.02.C, Equipment at

Project Site.

Minimize tracking tack onto surrounding surfaces.

individual lifts so the longitudinal joints of each successive lift are offset from the previous lift at least 1 ft. (300

mm). This requirement does not apply to the lift immediately over thin lift leveling courses.

OGFC or PEM are at the lane line(s).

NOTE: Perform night work with artificial light provided by the Contractor and approved by the Engineer.

approval of the operation sequence, including compactive methods, in these areas.

solvents to clean tools during the work.

• Segregated

• Nonconforming temperature

• Deficient or excessive asphalt cement content

• Otherwise unsuitable to place on the roadway in the work

levels from segregation, raveling, streaking, pulling and tearing, or other deficient characteristics. Replace with

acceptable mixture at the Contractor’s expense. Do not continually place mixtures with deficiencies.

Do not place subsequent course lifts over another lift or course while the temperature of the previously placed

mix is 140 °F (60 °C) or greater.

asphaltic concrete surface.

and SMA or other mixes designated by the Engineer.

along curbs, gutters, raised pavement edges, and areas where drainage characteristics of the road must be

retained. The Engineer will determine the location and extent of tapering.

Coordinate plant production, transportation, and paving operations to maintain a continuous operation. If the

spreading operations are interrupted, construct a transverse joint if the mixture immediately behind the paver

screed cools to less than 250 ºF (120 ºC). 383383383383383383383

the affected course.

NOTE: Never burn or heat the joint by applying fuel oil or other volatile materials.

Clean and tack the vertical face of the longitudinal joint before placing adjoining material. Construct

longitudinal joints so that the joint is smooth, well-sealed, and bonded.

In addition to meeting joint requirements described above, construct joints and transition areas for 12.5 mm

OGFC and 12.5 mm PEM mixtures as follows:

1) Place OGFC mixture meeting gradation requirements of 9.5 mm OGFC as specified in Section 828 on

entrance and exit ramp gore areas and end of project construction joints.

• Taper mixture from 3/8 in. (10 mm) at end of project to full plan depth within maximum

distance of spread for one load of mixture.

• Taper mixture placed on gore areas from thickness of the edge of the mainline to 3/8 in.

(10 mm) at the point of the ramp transverse joint.

2) Construct the ramp transverse joint at the point specified in the plans or as directed by the Engineer.

3) Mixture placed in the transition and gore areas will be paid for at the contract unit price for 12.5 mm

OGFC or 12.5 mm PEM, as applicable.

1) Taper milling for a distance of no less than 50 ft. (15 m) to a depth of 2 1/4 in. (59 mm) at the point of

the transverse joint.

2) Taper thickness, if needed, of the dense-graded surface mix within the 50 ft. (15 m) distance to

1 1/2 in. (40 mm) at the point of the transverse joint.

3) Taper thickness of the 12.5 mm OGFC or 12.5 mm PEM to 3/4 in. (19 mm) to ensure the material ties

in at grade level with the existing surface at the point of the transverse joint

Protect sections of the newly finished pavement from traffic until the traffic will not mar the surface or alter the

surface texture. If directed by the Engineer, use artificial methods to cool the newly finished pavement to open the

pavement to traffic more quickly.

If the Engineer determines that undesirable mixture or mat characteristics are being obtained, the job mix formula

may require immediate adjustment. 384384384384384384384

400.3.06 Quality Acceptance

The Contractor will randomly sample and test mixtures for acceptance on a lot basis. The Department will monitor

the Contractor testing program and perform comparison and quality assurance testing. The Contractor’s Quality

Control Technicians shall participate in the Department’s Independent Assurance Systems Basis Program.

A lot consists of the tons (megagrams) of asphaltic concrete produced and placed each production day. If this

production is less than 500 tons (500 Mg), or its square yard (meter) equivalent, production may be

incorporated into the next working day. The Engineer may terminate a lot when a pay adjustment is imminent

if a plant or materials adjustment resulting in a probable correction has been made. Terminate all open lots at

the end of the month, except for materials produced and placed during the adjustment period. The lot will be

terminated as described in Subsection 400.5.01, Adjustments.

If the final day’s production does not constitute a lot, the production may be included in the lot for the

previous day’s run; or, the Engineer may treat the production as a separate lot with a corresponding lower

number of tests.

Determine lot acceptance as found in Subsection 400.5.01, Adjustments.

The Department will perform the following task:

Determine the pay factor by using the mean of the deviations from the job mix formula of the tests in each lot

and apply it to Table 10 Mixture Acceptance Schedule for Surface Mixes or Table 11 Mixture Acceptance

Schedule for Subsurface Mixes, whichever is appropriate. This mean will be determined by averaging the

actual numeric value of the individual deviations from the job mix formula, disregarding whether the deviations

are positive or negative amounts. Do not calculate lot acceptance using test results for materials not used in

the Work. Determine the pay factor for each lot by multiplying the contract unit price by the appropriate pay

factor from the Mixture Acceptance Schedule - Table 10 or Table 11. When two or more pay factors for a

specific lot are less than 1.0, determine the adjusted payment by multiplying the contract unit price by the

lowest pay factor.

If the mean of the deviations from the job mix formula of the lot acceptance tests for a control sieve or for

asphalt cement content exceeds the tolerances established in the appropriate Mixture Acceptance Schedule,

and if the Engineer determines that the material need not be removed and replaced, the lot may be accepted

at an adjusted unit price as determined by the Engineer. If the Engineer determines that the material is not

acceptable to leave in place, the materials shall be removed and replaced at the Contractor's expense.

Provide a Quality Control Program as established in SOP 27 which includes:

• Assignment of quality control responsibilities to specifically named individuals who have been

certified by the Office of Materials and Testing

• Provisions for prompt implementation of control and corrective measures

• Provisions for communication with Project Manager, Bituminous Technical Services Engineer, and

Testing Management Operations Supervisor at all times

• Provisions for reporting all test results daily through the Office of Materials and Testing computerized

Field Data Collection System, AASHTO Trns*port SiteManager, or approved computerized

application; other checks, calibrations and records will be reported on a form developed by the

Contractor and will be included as part of the project records

• Notification in writing of any change in quality control personnel 385385385385385385385

• Use laboratory and testing equipment certified by the Department. (Laboratories which participate in

and maintain AASHTO accreditation for testing asphaltic concrete mixtures will be acceptable in lieu

of Departmental certification.)

• Provide certified quality control personnel to perform the sampling and testing. A Quality Control

Technician (QCT) may be certified at three levels:

1) Temporary Certification – must be a technician trainee who shall be given direct oversight by a

certified Level 1 or Level 2 QCT while performing acceptance testing duties during the first 5 days of

training. The trainee must complete qualification requirements within 30 Georgia Department of

Transportation funded production days after being granted temporary certification. A trainee who

does not become qualified within 30 Georgia Department of Transportation funded production days

will not be re-eligible for temporary certification. A certified Level 1 or Level 2 QCT shall be at the

plant at all times during production and shipment of mixture to monitor work of the temporarily

certified technician.

2) Level 1 – must demonstrate they are competent in performing the process control and acceptance

tests and procedures related to hot mix asphalt production and successfully pass a written exam.

3) Level 2 – must meet Level 1 requirements and must be capable of and responsible for making process

control adjustments, and successfully pass a written exam.

• Technician certification is valid for 3 years from the date on the technician’s certificate unless

revoked or suspended. Eligible technicians may become certified through special training and

testing approved by the Office of Materials and Testing. Technicians who lose their certification

due to falsification of test data will not be eligible for recertification in the future unless approved

by the State Materials and Testing Engineer.

1) Designate at least one Level 2 QCT as manager of the quality control operation. Ensure the Quality

Control Manager meets the following requirements:

• Be accountable for actions of other QCT personnel.

• Ensure all applicable sampling requirements and frequencies, test procedures, and Standard

Operating Procedures are followed.

• Ensure all reports, charts, and other documentation are completed as required

2) Provide QCT personnel at the plant as follows:

• If daily production for all mix types is to be greater than 250 tons (megagrams), have a QCT

person at the plant at all times during production and shipment of mixture until all required

acceptance tests have been completed.

• If daily production for all mix types will not be greater than 250 tons (megagrams), a QCT

may be responsible for conducting tests at up to two plants, subject to random number

sample selection.

• Have available at the plant, or within immediate contact by phone or radio, a Level 2 QCT

responsible for making prompt process control adjustments as necessary to correct the mix. 386386386386386386386

3) Sampling, Testing, and Inspection Requirements.

the Engineer.

following requirements:

1) Randomly sample mixtures according to GSP 15 and GDT 73 (Method C) and test on a lot basis. In

the event less than the specified number of samples are taken, obtain representative 6 in. (150 mm)

cores from the roadway at a location where the load not sampled was placed. Take enough cores

to ensure minimum sample size requirements are met for each sample needed.

2) Maintain a printed copy of the computer-generated random sampling data as a part of the

project records.

3) Perform sampling, testing, and inspection duties of GSP 21.

4) Perform extraction or ignition test (GDT 83 or GDT 125) and extraction analysis (GDT 38). If the

ignition oven is used, a printout of sample data including weights becomes a part of the project

records. For asphalt cement content only, digital printouts of liquid asphalt cement weights may be

substituted in lieu of an extraction test for plants with digital recorders. Calculate the asphalt

content from the ticket representing the mixture tested for gradation.

5) Save extracted aggregate, opposite quarters, and remaining material (for possible referee testing)

of each sample as follows:

• Store in properly labeled, suitable containers.

• Secure in a protected environment.

• Store for three working days. If not obtained by the Department within three days, they

may be discarded in accordance with GSP 21.

6) Add the following information on load tickets from which a sample or temperature check is taken:

• Mixture temperature

• Signature of the QCT person performing the testing

7) Calibrate the lime system when hydrated lime is included in the mixture:

• Perform a minimum of twice weekly during production

• Post results at the plant for review.

• Provide records of materials invoices upon request (including asphalt cement, aggregate,

hydrated lime, etc.). 387387387387387387387

8) Take action if acceptance test results are outside Mixture Control Tolerances of Section 828.

• One sample out of tolerance

sample is also out of tolerance.

appropriately controls the mixture.

• Two consecutive acceptance samples of the same mix type out of tolerance regardless

of Lot or mix design level, or three consecutive acceptance samples out of tolerance

regardless of mix type.

• Deviating more than 10 percent in gradation from the job mix formula based on

the acceptance sample.

• Deviating more than 0.7 percent in asphalt content from the job mix formula

based on the acceptance sample.

resuming production.

• Do not send any mixture to the project before test results of a process control

sample meets Mixture Control Tolerances.

• Reject any mixture produced at initial restarting that does not meet Mixture

Control Tolerances.

NOTE: Determine mixture temperature at least once per hour of production for OGFC and

PEM mixes. 388388388388388388388

4) Comparison Testing and Quality Assurance Program

consistency of equipment and test procedures. The Department will take independent samples to

monitor the Contractor's quality control program.

1) Comparison Sampling and Testing

Retain samples for comparison testing and referee testing if needed as described in Subsection

400.3.06.A.3.b.3. Discard these samples only if the Contractor's acceptance test results meet a

1.00 pay factor and the Department does not procure the samples within three working days.

The Department will test comparison samples on a random basis. Results will be compared to

the respective contractor acceptance tests, and the maximum difference is as follows:

TABLE 6—ALLOWABLE PERCENT DIFFERENCE BETWEEN DEPARTMENT

AND CONTRACTOR ACCEPTANCE TESTS

Sieve Size Surface Sub-surface

1/2 in. (12.5 mm) 4.0%

3/8 in. (9.5 mm) 3.5% 4.0%

No. 4 (4.75 mm) 3.5% 3.5%

No. 8 (2.36 mm) 2.5% 3.0%

No. 200 (75 μm) 2.0% 2.0%

A.C. 0.4% 0.5%

1) If test comparisons are within these tolerances:

• Continue production

• Use the Contractor's tests for acceptance of the lot

2) If test comparisons are not within these tolerances:

• Another Departmental technician will test the corresponding referee sample.

• Results of the referee sample will be compared to the respective contractor and

Departmental tests using the tolerance for comparison samples given above.

Contractor acceptance test, use the Contractor's test for acceptance of the

effected lot.

Contractor acceptance test, the Department will review the Contractor's quality

control methods and determine if a thorough investigation is needed. 389389389389389389389

1) Randomly take a minimum of two independent samples from the lesser of five days or five

lots of production regardless of mix type or number of projects.

2) Compare test deviation from job mix formula to Mixture Control Tolerances in Section 828. If

results are outside these tolerances, another sample from the respective mix may be taken.

If test results of the additional sample are not within Mixture Control Tolerances, the

Department will take the following action:

• Take random samples from throughout the subject lot(s) as established in Subsection

400.3.06.A.3.b.3 and use these test results for acceptance and in calculations for the

monthly plant rating. Applicable pay factors will apply and the contractor QCT test

results will not be included in pay factor calculations nor in the monthly plant rating.

• Determine if the Contractor's quality control program is satisfactory and require prompt

corrective action by the Contractor if specification requirements are not being met.

• Determine if the QCT has not followed Departmental procedures or has provided

erroneous information.

• Take samples of any in-place mixture represented by unacceptable QCT tests and use

the additional sample results for acceptance and in calculations for the monthly plant

rating and apply applicable pay factors. The Contractor QCT tests will not be included in

the pay factor calculations nor in the monthly plant rating.

NOTE: For leveling or dense graded surface courses less than 110 lb./yd² (60 kg/m²) having quality assurance

test results outside the Mixture Control Tolerances of Section 828, use the Department's test results only

and applicable pay factors will apply.

Determine the mixture compaction using either GDT 39, GDT 59, or AASHTO T 331. The method of GDT 39 for

“Uncoated Specimens, Dense Graded Mixtures Only” shall not apply when the water absorption of a sample

exceeds 2.0 percent, as measured according to AASHTO T 166. In this case, either AASHTO T 331 or the paraffin

method of GDT 39 shall apply. The compaction is accepted in lots defined in Subsection 400.3.06. A, Acceptance

Plans for Gradation and Asphalt Cement Content and is within the same lot boundaries as the mixture acceptance.

The Department is responsible for pavement mean air void acceptance testing. The Contractor is responsible for

establishing all roller patterns and any quality control testing. Upon written request by the Contractor, the Office of

Materials and Testing will provide nuclear gauge testing assistance for compaction related issues.

The Department will calculate the pavement air voids placed within each lot as follows:

• Lots > 400 ton (400 Mg) of mix are divided into 5 sub-lots of equal distance.

• Lots ≤ 400 tons (400 Mg) of mix are divided into a sub-lot or sub-lots of equal distance at a rate of

one per 100 tons (100 Mg) mix each (Example: 299 tons of mix require 3 sublots and 301 tons of mix

require 4 sublots). There will be less than 5 sub-lots.

Density tests are not required for asphaltic concrete placed at 90 lbs./yd2 (50 kg/m2) or less,

4.75 mm mix, asphaltic concrete OGFC, PEM, and mixes placed as variable depth or width leveling.

Compact these courses to the Engineer’s satisfaction. Density tests will not be performed on turn-outs

and driveways. 390390390390390390390

The targeted maximum Pavement Mean Air Void content for all Superpave and Stone Matrix Asphalt

mixtures is 5.0 percent. Ensure that the maximum Pavement Mean Air Voids for all Superpave and Stone

Matrix Asphalt mixtures does not exceed 7.0 percent. The maximum Pavement Mean Air Voids for 2 ft.

shoulder widening is 9.0 percent. The adjustment period for density is four lots or four production days,

whichever is less, in order for the contractor to ensure maximum compactive effort has been achieved,

which will yield no more than the specified maximum allowed Mean Air Voids. One additional lot or

production day of adjustment may be given for a reduction in asphalt cement content on the JMF made

by the Office of Materials and Testing for mix designs incorporating the Corrected Optimum Asphalt

Content COAC.

If the contractor needs to adjust the mixture to improve density results, a change in the job mix formula

may be requested for approval during the adjustment period so long as the following values are not

exceeded:

• Coarse pay sieve ± 4%

• No. 8 (2.36 mm) sieve ± 2%

• No. 200 (75 μm) sieve ± 1%

• Asphalt Content ± 0.2%

• All value changes must still be within specification limits.

If the Office of Materials and Testing is satisfied that the contractor has exerted the maximum compactive

effort and is notable to maintain Pavement Mean Air Voids at no more than 7.0%, the Engineer may establish

a maximum target for Pavement Mean Air Voids.

Ensure mixture placed during the adjustment period for density meets the requirements for a 0.90 pay factor

in Table 13 of Subsection 400.5.01.C, Calculate Mean Pavement Air Voids. Mixture not meeting these density

requirements is paid for using the applicable pay factor.

If the mean air voids of the pavement placed within a lot exceeds 100% of the maximum target air voids, if

established, and the Engineer determines that the material need not be removed and replaced, the lot may be

accepted at an adjusted unit price as determined by the Engineer.

For a lot to receive a pay factor of 1.00 for compaction acceptance, the air void range cannot exceed 5

percent for new construction or resurfacing projects. The range is the difference between the highest and

lowest acceptance test results within the affected lot. If the air void range exceeds these tolerances, apply a

Pay Factor of 95%.

The 5% reduced pay factor for the compaction range does not apply in these instances:

• The mixture is placed during the adjustment period as defined in Subsection 400.5.01.A, Materials

Produced and Placed During the Adjustment Period.

• All air void results within a given lot are less than 7.0%.

• A lot containing two sublot or less.

• On two foot trench widening.

• For sub-surfaces mixes including 19 mm and 25 mm Superpave mixes if all air void results within a

given lot are >2.5 % <8 %.

When lots are reevaluated for range penalty, as shown in Subsection 106.03, Samples, Tests, Cited

Specifications, sampling and testing is according to GDT 73. Request for reevaluation must be made

within 5 working days of notification of the lot results. The following procedures apply:

The Department will reevaluate the lot through additional testing by obtaining and testing three additional

cores acquired in representative sites selected randomly throughout each sub-lot representing the high

and low in-place air voids as detailed in GDT 73. The additional six cores (three cores from each sub-lot

will be averaged) will replace the original five core results for range specified requirements only. The

original five cores’ results will be reported for Pavement Mean Air Voids for the lot. This will be the final

evaluation for compaction range for the lot. Lots will not be re-evaluated for range when the Pavement

Mean Air Voids result in a lower than 95% pay factor. Ensure requests for reevaluation are made within 5

working days of notification of the lot results. 391391391391391391391

The Department will determine the payment for each lot by multiplying the Contract Unit Price by the

adjusted pay factor shown in the Table 7 Average Air Voids Range Acceptance Schedule:

TABLE 7—AVERAGE AIR VOIDS RANGE FOR ACCEPTANCE SCHEDULE

Pay

Factor

Range between High and

Low Air Void

Original 5 cores

Re-evaluated Range between High and Low Air Void Cores 6

New Cores obtained from High (3 cores) and Low location (3 cores)

100 ≤ 5 % < 4.50 %

0.95 > 5 % > 4.50 %

In this specification, pavement courses to be overlaid with an OGFC or PEM are considered surface courses. All

OGFC or PEM are to be evaluated after the roadway has been opened to traffic for a minimum of 5 days and a

maximum of 15 days. Asphaltic Concrete paving is subject to straightedge and visual inspection and irregularity

correction as shown below:

Paving is subject to visual and straightedge inspection during and after construction operations until Final

Acceptance. Locate surface irregularities as follows:

Provide the straightedge and the labor for its use.

surface courses.

Mixture or operating techniques will be stopped if irregularities such as rippling, tearing, or pulling occur and

the Engineer suspects a continuing equipment problem. Stop the paving operation and correct the problem.

Correct surface course evaluations on individual Laser Road Profiler test sections, normally 1mile (1 km) long.

The Department will use the Laser Road Profiler method to conduct acceptance testing for surface course

tolerance according to GDT 126. This testing will be performed only on:

• Surface courses on Projects with mainline traveled way measuring a minimum distance of

1 mile (1600 m)

• Ramps more than 0.5 mile (800 m) long

Combine partial sections measuring less than 0.5 mile (800 m) with the previous full mile for acceptance. 392392392392392392392

Achieve the smoothest possible ride during construction. Do not exceed the target Laser Road Profiler

smoothness index as shown below:

TABLE 8—PAVEMENT SMOOTHNESS TARGET REQUIREMENTS

Construction Description Smoothness Index

All Asphaltic Concrete OGFC and PEM on interstate including resurfacing and new

construction. Asphaltic Concrete OGFC and PEM placed on state routes as new

construction.

750

Asphaltic Concrete SMA or dense-graded surface mixtures placed directly beneath

the Asphaltic Concrete OGFC or PEM on interstates. Asphaltic Concrete OGFC and

PEM placed on state routes as resurfacing. All new construction on state routes

with exception of OGFC and PEM as stated above.

825

All other resurfacing on state routes (excluding LARP, PR, airports, etc.) 900

All Urban new construction and resurfacing on state routes within curb and gutter

sections located in posted 40 miles per hour (MPH) or less speed zones.

1175

If the target values are not achieved, immediately adjust the operations to meet the target values. Placement

operations may be suspended until a remedial plan to comply with target smoothness requirements is

submitted and approved by the Engineer if adjustments do not satisfy target smoothness values.

TABLE 9—PAVEMENT SMOOTHNESS CORRECTIVE WORK REQUIREMENT

Construction Description Smoothness Index

All Asphaltic Concrete OGFC and PEM placed on interstate including resurfacing

and new construction. Asphaltic Concrete OGFC and PEM placed on state routes as

new construction.

825

Asphaltic Concrete SMA or dense-graded surface mixtures placed directly beneath

the Asphaltic Concrete OGFC or PEM on interstates. Asphaltic Concrete OGFC and

PEM placed on state routes as resurfacing. All new construction on state routes with

exception of OGFC and PEM as stated above.

900

All other resurfacing on state routes (excluding LARP, PR, airports, etc.) 1025

All Urban new construction and resurfacing on state routes within curb and gutter

sections located in posted 40 miles per hour (MPH) or less speed zones.

1250

If surface tolerance deficiencies need correction, obtain the Engineer’s approval of the methods and type

mix used. 393393393393393393393

The following are subject to a ride quality test of roadway approaching each end of a bridge using the Laser

Road Profiler, Rainhart Profiler or Lightweight Profiler:

• A state route with 4 lanes or more

• A 2-lane state route with a current traffic count two-way ADT 2,000 vpd or more

• Locations designated on the plans

All other bridge approaches not meeting the above criteria shall meet the 3/16 in. in 10 ft. (5 mm in 3 m)

straightedge requirement. When the distance between the ends of two bridges, the end of a bridge and an

intersection, or the end of a bridge and a vertical or horizontal curve is less than 540 ft. (165 m) and locations

where the testing vehicle cannot maintain minimum testing speed while taking profile measurements will not

be tested and will be subject to straightedge requirements.

The bridge approaches will meet the straightedge requirements.

Test ride quality as follows:

For Resurfacing Projects:

accordance with test method GDT 126.

th of mile

(0.16 km) segments adjacent to each approach slab joint for each lane. The HCS IRI will be reported in

1/20 th of mile (0.08 km) segment readings that will be averaged to calculate the final 1/10-mile section, in

accordance with GDT 126.

• Correct individual bumps or depression exceeding 3/16 in. in 10 ft. (3 mm in 3 m) straightedge

requirement as directed by the Engineer.

• Ensure the profile smoothness index shows an improvement over pre-construction profile

smoothness or meets a profile smoothness index of ≤ 1025 mm/km (66 inches/mile) for the

average 1/10 mile (0.16 km).

specified 1/10 th mile (0.16 km) segment of roadway up to the bridge approach/exit slab joint.

In accordance with Section 106.3.A.3, the Contractor may request reevaluation(s) for Laser Road Profiler

Test results on Resurfacing Bridge Projects and straightedge measurement(s) on either that fail to meet

specified requirements. Request for reevaluation shall be made to the Engineer within 5 working days of

notification of failing results. At the Engineer’s approval, reevaluation of failing results using the

Lightweight Profiler Test, Laser Road Profiler Test and straightedge measurement(s) shall be conducted in

conjunction with representatives from the Office of Materials and Testing in accordance with GDT 126 or

GDT 134, whichever is applicable. The Department will perform ride quality testing up to two times on the

bridge approaches/exits at no cost to the Contractor. For these reevaluations, evaluation of the bridge

exit end may be taken testing towards the bridge against traffic if the contractor provides traffic control, at

the contractors’ expense, upon request.

For All New Construction Projects:

(30 m) section for each lane.

• Keep the profile index value under 30 in/mile (475 mm/km), correct individual bumps or depressions

exceeding 0.2 in. (5 mm) from blanking band on the profilograph trace.

roadway up to the bridge joint.

the Office of Materials and Testing. Clean and clear obstructions from the test area. 394394394394394394394

Correct the sections that do not meet the ride quality criteria of this specification. After correction, these

sections are subject to retesting with the Lightweight Profiler. The Engineer direct the type of correction

method, which may include:

• Milling

• Grinding

• Removing and replacing the roadway

No additional compensation will be made.

In accordance with Section 106.3.A.3, the Contractor may request reevaluation(s) for Lightweight Profiler Test

results on newly construction bridge projects, Laser Road Profiler Test results on resurfacing bridge projects

and straightedge measurement(s) on either that fail to meet specified requirements. Request for reevaluation

shall be made to the Engineer within 5 working days of notification of failing results. At the Engineer’s

approval, reevaluation of failing results using the Lightweight Profiler Test, Laser Road Profiler Test and

straightedge measurement(s) shall be conducted by representatives from the Office of Materials and Testing

in accordance with GDT 134.

The Department will perform ride quality testing up to two times on the bridge approaches at no cost to the

Contractor. Additional testing will be charged to the Contractor in accordance with Section 500.5.01.B.

When recommended by the Office of Materials and Testing, a pay reduction may be accepted in lieu of

correction for roadways and bridge approaches that fail to achieve specified smoothness indexes in

accordance with SOP 46 “Procedure for Calculating Pay Reduction for Failing Roadway and Bridge Approach

Smoothness” Roadway and Bridge Approach Smoothness. The Office of Materials and Testing may

recommend a waiver of profile smoothness requirements when improvement over pre-construction

smoothness profile exceeds 25 percent for urban roadways, as defined in Table 9.

When lots are reevaluated as shown in Subsection 106.03, Samples, Tests, Cited Specifications, sampling and

testing is according to GDT 73. Ensure request for reevaluation are made within 5 working days of notification of

the lot results. The following procedures apply:

and

mixture paid for as patching, the Department will take the same number of new tests using cores taken at

randomly selected locations in accordance GDT 73. The Department will use only these test results for

gradation and AC content obtained using these cores for acceptance. For OGFC and PEM mix types, thin lift

courses < 110 lbs./yd and mixture paid for as patching, the retained opposite quarter shall be used for

mixture acceptance reevaluation when requested by the Contractor. The Department will use the absolute

average deviations from the job mix formula for these tests to determine acceptance based on the appropriate

column in the Asphalt Cement Content and Aggregate Gradation of Asphalt Concrete Mixture Acceptance

Schedule—Table 10 or 11.

The Department will reevaluate the lot through additional testing by cutting the same number of cores

originally obtained and averaging these results with the results from the original density tests. The Department

will use the average to determine acceptance according to the Compaction Acceptance Schedule in

Subsection 400.5.01.C, Calculate Pavement Mean Air Voids. 395395395395395395395

TABLE 10—MIXTURE ACCEPTANCE SCHEDULE—SURFACE MIXES

Mixture Characteristics Pay Factor Mean of the Deviations from the Job Mix Formula

1 Test 2 Tests 3 Tests 4 Tests 5 Tests 6 Tests 7 Tests 8 Tests

Asphalt Cement Content

(Extraction, Ignition)

1.00 0.00 - 0.70 0.00 - 0.54 0.00 - 0.46 0.00 - 0.41 0.00 - 0.38 0.00 - 0.35 0.00 - 0.32 0.00 - 0.30

0.95 0.71 - 0.80 0.55 - 0.61 0.47 - 0.52 0.42 - 0.46 0.39 - 0.43 0.36 - 0.39 0.33 - 0.36 0.31 - 0.34

0.90 0.81 - 0.90 0.62 - 0.68 0.53 - 0.58 0.47 - 0.51 0.44 - 0.47 0.40 - 0.45 0.37 - 0.40 0.35 - 0.37

0.80 0.91 - 1.00 0.69 - 0.75 0.59 - 0.64 0.52 - 0.56 0.48 - 0.52 0.44 - 0.47 0.41 - 0.44 0.38 - 0.41

0.70 1.01 - 1.19 0.76 - 0.82 0.65 - 0.69 0.57 - 0.61 0.53 - 0.56 0.48 - 0.51 0.45 - 0.47 0.42 - 0.44

0.50 1.20 - 1.40 0.83 - 0.85 0.70 - 0.72 0.62 - 0.64 0.57 - 0.59 0.52 - 0.55 0.48 - 0.51 0.45 - 0.48

3/8 in. (9.5 mm) Sieve

(12.5 mm OGFC, 12.5 mm

PEM, 12.5 mm Superpave)

1.00 0.00 – 9.0 0.00 - 6.6 0.00 - 5.6 0.00 - 5.0 0.00 - 4.6 0.00 - 4.2 0.00 - 3.9 0.00 - 3.6

0.98 9.1 - 10.0 6.7 - 7.5 5.7 - 6.3 5.1 - 5.6 4.7 - 5.2 4.3 - 4.7 4.0 - 4.4 3.7 - 4.1

0.95 10.1 - 11.9 7.6 - 8.4 6.4 - 7.0 5.7 - 6.3 5.3 - 5.8 4.8 - 5.3 4.5 - 5.0 4.2 - 4.6

0.90 12.0 - 13.0 8.5 - 9.3 7.1 - 7.7 6.4 - 6.9 5.9 - 6.3 5.4 - 5.8 5.1 - 5.4 4.7 - 5.0

0.85 13.1 - 14.0 9.4 - 10.2 7.8 - 8.6 7.0 - 7.6 6.4 - 6.9 5.9 - 6.3 5.5 - 5.9 5.1 - 5.5

0.80 14.1 - 14.5 10.3 - 10.5 8.7 - 8.9 7.7 - 8.0 7.0 - 7.5 6.4 - 6.8 6.0 - 6.4 5.6 - 6.0

3/8 in. (9.5 mm) Sieve

(12.5 mm SMA)

1.00 0.0 - 6.8 0.00 - 5.0 0.00 - 4.2 0.00 - 3.8 0.00 - 3.4 0.00 - 3.2 0.00 - 2.9 0.00 - 2.7

0.98 6.9 - 7.5 5.1 - 5.6 4.3 - 4.7 3.9 - 4.2 3.5 - 3.9 3.3 - 3.5 3.0 - 3.3 2.8 - 3.1

0.95 7.6 - 8.9 5.7 - 6.3 4.8 - 5.2 4.3 - 4.7 4.0 - 4.4 3.6 - 4.0 3.4 - 3.8 3.2 - 3.4

0.90 9.0 - 9.8 6.4 - 7.0 5.3 - 5.8 4.8 - 5.2 4.5 - 4.8 4.1 - 4.4 3.9 - 4.1 3.5 - 3.8

0.85 9.9 - 10.5 7.1 - 7.6 5.9 - 6.4 5.3 - 5.7 4.9 - 5.2 4.5 - 4.7 4.2 - 4.4 3.9 - 4.1

0.80 10.6 - 10.9 7.7 - 7.9 6.5 - 6.7 5.8 - 6.0 5.3 - 5.6 4.8 - 5.1 4.5 - 4.8 4.2 - 4.5

No. 4 (4.75 mm) Sieve

(9.5 mm OGFC, 9.5 mm

Superpave)

1.00 0.00 - 9.0 0.00 - 6.7 0.00 - 5.7 0.00 - 5.2 0.00 - 4.8 0.00 - 4.4 0.00 - 4.1 0.00 - 3.8

0.98 9.1 - 10.0 6.8 - 7.6 5.8 - 6.3 5.3 - 5.8 4.9 - 5.4 4.5 - 4.9 4.2 - 4.6 3.9 - 4.3

0.95 10.1 - 11.9 7.7 - 8.5 6.4 - 6.9 5.9 - 6.4 5.5 - 5.9 5.0 - 5.4 4.7 - 5.0 4.4 - 4.7

0.90 12.0 - 13.0 8.6 - 9.4 7.0 - 7.5 6.5 - 7.0 6.0 - 6.5 5.5 - 5.9 5.1 - 5.5 4.8 - 5.1 396396396396396396396

Mixture Characteristics Pay Factor Mean of the Deviations from the Job Mix Formula

1 Test 2 Tests 3 Tests 4 Tests 5 Tests 6 Tests 7 Tests 8 Tests

0.85 13.1 - 14.0 9.5 - 10.2 7.6 - 8.0 7.1 - 7.6 6.6 - 7.0 6.0 - 6.4 5.6 - 5.9 5.2 - 5.5

0.80 14.1 - 14.5 10.3 - 10.5 8.1 - 8.3 7.7 - 8.0 7.1 - 7.5 6.5 - 6.9 6.0 - 6.4 5.6 - 5.9

No. 4 (4.75 mm) Sieve

(9.5 mm SMA)

1.00 0.00 - 6.8 0.00 - 5.0 0.00 - 4.3 0.00 - 3.9 0.00 - 3.6 0.00 - 3.3 0.00 - 3.1 0.00 - 2.8

0.98 6.9 - 7.5 5.1 - 5.7 4.4 - 4.7 4.0 - 4.4 3.7 - 4.0 3.4 - 3.7 3.2 - 3.4 2.9 - 3.2

0.95 7.6 - 8.9 5.8 - 6.4 4.8 - 5.2 4.5 - 4.8 4.1 - 4.4 3.8 - 4.0 3.5 - 3.8 3.3 - 3.5

0.90 9.0 - 9.8 6.5 - 7.0 5.3 - 5.6 4.9 - 5.2 4.5 - 4.9 4.1 - 4.4 3.9 - 4.1 3.6 - 3.8

0.85 9.9 - 10.5 7.1 - 7.7 5.7 - 6.0 5.3 - 5.7 5.0 - 5.2 4.3 - 4.8 4.2 - 4.4 3.9 - 4.1

0.80 10.6 - 10.9 7.8 - 7.9 6.1 - 6.2 5.8 - 6.0 5.3 - 5.6 4.9 - 5.2 4.5 - 4.8 4.2 - 4.4

No. 8 (2.36 mm) Sieve

(OGFC, PEM, Superpave and

4.75 mm mixes)

1.00 0.00 - 7.0 0.00 - 5.6 0.00 - 4.8 0.00 - 4.3 0.00 - 4.0 0.00 - 3.6 0.00 - 3.4 0.00 - 3.2

0.98 7.1 - 8.0 5.7 - 6.3 4.9 - 5.4 4.4 - 4.8 4.1 - 4.5 3.7 - 4.1 3.5 - 3.8 3.3 - 3.6

0.95 8.1 - 9.0 6.4 - 7.0 5.5 - 6.0 4.9 - 5.3 4.6 - 4.9 4.2 - 4.5 3.9 - 4.2 3.7 - 3.9

0.90 9.1 - 10.9 7.1 - 7.7 6.1 - 6.6 5.4 - 5.8 5.0 - 5.4 4.6 - 4.9 4.3 - 4.6 4.0 - 4.3

0.85 11.0 - 12.0 7.8 - 8.5 6.7 - 7.2 5.9 - 6.4 5.5 - 5.8 5.0 - 5.3 4.7 - 5.0 4.4 - 4.6

0.75 12.1 - 12.5 8.6 - 8.8 7.3 - 7.5 6.5 - 6.8 5.9 - 6.3 5.4 - 5.7 5.1 - 5.3 4.7 - 4.9

No. 8 (2.36 mm) Sieve

(12.5 mm SMA, 9.5 mm

SMA)

1.00 0.00 - 5.3 0.00 - 4.2 0.00 - 3.6 0.00 - 3.2 0.00 - 3.0 0.00 - 2.7 0.00 - 2.6 0.00 - 2.4

0.98 5.4 - 6.0 4.3 - 4.7 3.7 - 4.0 3.3 - 3.6 3.1 - 3.4 2.8 - 3.1 2.7 - 2.9 2.5 - 2.7

0.95 6.1 - 6.8 4.8 - 5.3 4.1 - 4.5 3.7 - 4.0 3.5 - 3.7 3.2 - 3.4 3.0 - 3.2 2.8 - 2.9

0.90 6.9 - 8.2 5.4 - 5.8 4.6 - 5.0 4.1 - 4.5 3.8 - 4.0 3.5 - 3.7 3.3 - 3.5 3.0 - 3.2

0.85 8.3 - 9.0 5.9 - 6.4 5.1 - 5.4 4.6 - 4.8 4.1 - 4.4 3.8 - 4.0 3.6 - 3.8 3.3 - 3.4

0.75 9.1 - 9.4 6.5 - 6.6 5.5 - 5.0 4.9 - 5.1 4.5 - 4.7 4.1 - 4.3 3.9 - 4.0 3.5 - 3.7

No. 8 (2.36 mm) Sieve for OGFC and PEM mixes: When the mean of the deviations from the Job Mix Formula for a particular lot exceeds the tolerance for a 1.00 pay

factor in the appropriate column, the lot will be paid for at 0.50 of the Contract Price. 397397397397397397397

TABLE 11—MIXTURE ACCEPTANCE SCHEDULE—SUBSURFACE MIXES

Mixture Characteristics Pay Factor Mean of the Deviations from the Job Mix Formula

1 Test 2 Tests 3 Tests 4 Tests 5 Tests 6 Tests 7 Tests 8 Tests

Asphalt Cement Content

(Extraction, Ignition)

1.00 0.00 - 0.80 0.00 - 0.61 0.00 - 0.52 0.00 - 0.46 0.00 - 0.43 0.00 - 0.39 0.00 - 0.36 0.00 - 0.34

0.95 0.81 - 0.90 0.62 - 0.68 0.53 - 0.58 0.47 - 0.51 0.44 - 0.47 0.40 - 0.43 0.37 - 0.40 0.35 - 0.37

0.90 0.91 - 1.00 0.69 - 0.75 0.59 - 0.64 0.52 - 0.56 0.48 - 0.52 0.44 - 0.47 0.41 - 0.44 0.38 - 0.41

0.80 1.01 - 1.19 0.76 - 0.82 0.65 - 0.69 0.57 - 0.61 0.53 - 0.56 0.48 - 0.51 0.45 - 0.47 0.42 - 0.44

0.70 1.20 - 1.40 0.83 - 0.85 0.70 - 0.72 0.62 - 0.64 0.57 - 0.59 0.52 - 0.55 0.48 - 0.51 0.45 - 0.48

0.50 1.41 - 1.60 0.86 - 0.88 0.73 - 0.75 0.65 - 0.67 0.60 - 0.63 0.56 - 0.60 0.52 - 0.56 0.49 - 0.52

1/2 in. (12.5 mm) Sieve

(25 mm Superpave)

1.00 0.00 - 12.9 0.00 - 8.1 0.00 - 6.9 0.00 - 6.1 0.00 - 5.5 0.00 - 5.0 0.00 - 4.7 0.00 - 4.4

0.98 13.0 - 14.0 8.2 - 9.1 7.0 - 7.7 6.2 - 6.8 5.6 - 6.1 5.1 - 5.6 4.8 - 5.2 4.5 - 4.9

0.95 14.1 - 15.0 9.2 - 10.1 7.8 - 8.5 6.9 - 7.5 6.2 - 6.7 5.7 - 6.1 5.3 - 5.7 5.0 - 5.4

0.90 15.1 - 16.0 10.2 - 11.1 8.6 - 9.3 7.6 - 8.2 6.8 - 7.4 6.2 - 6.7 5.8 - 6.3 5.5 - 5.9

0.85 16.1 - 17.0 11.2 - 11.5 9.4 - 9.6 8.3 - 8.6 7.5 - 7.8 6.8 - 7.0 6.4 - 6.5 6.0 - 6.1

0.80 17.1 - 18.0 11.6 - 11.9 9.7 - 9.9 8.7 - 9.0 7.9 - 8.1 7.1 - 7.3 6.6 - 6.8 6.2 - 6.4

1/2 in. (12.5 mm) Sieve

(19 mm SMA)

1.00 0.00 - 9.7 0.00 - 6.0 0.00 - 5.2 0.00 - 4.6 0.00 - 4.1 0.00 - 3.8 0.00 - 3.5 0.00 - 3.3

0.98 9.8 - 10.5 6.2 - 6.8 5.3 - 5.8 4.7 - 5.1 4.2 - 4.6 3.9 - 4.2 3.6 - 3.9 3.4 - 3.7

0.95 10.6 - 11.2 6.9 - 7.8 5.9 - 6.4 5.2 - 5.6 4.7 - 5.0 4.3 - 4.6 4.0 - 4.3 3.8 - 4.0

0.90 11.3 - 12.0 7.9 - 8.3 6.5 - 7.0 5.7 - 6.1 5.1 - 5.6 4.7 - 5.0 4.4 - 4.7 4.1 - 4.4

0.85 12.1 - 12.8 8.4 - 8.6 7.1 - 7.2 6.2 - 6.5 5.7 - 5.9 5.1 - 5.3 4.8 - 4.9 4.5 - 5.6

0.80 12.9 - 13.5 8.7 - 8.9 7.3 - 7.4 6.6 - 6.8 6.0 - 6.1 5.4 - 5.5 5.0 - 5.1 4.7 - 4.8

3/8 in. (9.5 mm) Sieve

(19 mm Superpave, 12.5 mm

Superpave)

1.00 0.00 - 10.0 0.00 - 7.5 0.00 - 6.3 0.00 - 5.6 0.00 - 5.2 0.00 - 4.7 0.00 - 4.4 0.00 - 4.1

0.98 10.1 - 11.9 7.6 - 8.4 6.4 - 7.0 5.7 - 6.3 5.3 - 5.8 4.8 - 5.3 4.5 - 5.0 4.2 - 4.6

0.95 12.0 - 13.0 8.5 - 9.3 7.1 - 7.7 6.4 - 6.9 5.9 - 6.3 5.4 - 5.8 5.1 - 5.4 4.7 - 5.0

0.90 13.1 - 14.0 9.4 - 10.2 7.8 - 8.6 7.0 - 7.6 6.4 - 6.9 5.9 - 6.3 5.5 - 5.9 5.1 - 5.5 398398398398398398398

Mixture Characteristics Pay Factor Mean of the Deviations from the Job Mix Formula

1 Test 2 Tests 3 Tests 4 Tests 5 Tests 6 Tests 7 Tests 8 Tests

0.85 14.1 - 14.5 10.3 - 10.5 8.7 - 8.9 7.7 - 8.0 7.0 - 7.5 6.4 - 6.8 6.0 - 6.4 5.6 - 6.0

0.80 14.6 - 15.0 10.6 - 10.8 9.0 - 9.2 8.1 - 8.4 7.6 - 7.8 6.9 - 7.3 6.5 - 6.8 6.1 - 6.5

No. 4 (4.75 mm) Sieve

(9.5 mm Superpave)

1.00 0.00 - 10.0 0.00 - 7.6 0.00 - 6.3 0.00 - 5.8 0.00 - 5.4 0.00 - 4.9 0.00 - 4.6 0.00 - 4.3

0.98 10.1 - 11.9 7.7 - 8.5 6.4 - 6.9 5.9 - 6.4 5.5 - 5.9 5.0 - 5.4 4.7 - 5.0 4.4 - 4.7

0.95 12.0 - 13.0 8.6 - 9.4 7.0 - 7.5 6.5 - 7.0 6.0 - 6.5 5.5 - 5.9 5.1 - 5.5 4.8 - 5.1

0.90 13.1 - 14.0 9.5 - 10.2 7.6 - 8.0 7.1 - 7.6 6.6 - 7.0 6.0 - 6.4 5.6 - 5.9 5.2 - 5.5

0.85 14.1 - 14.5 10.3 - 10.5 8.1 - 8.3 7.7 - 8.0 7.1 - 7.5 6.5 - 6.9 6.0 - 6.4 5.6 - 5.9

0.80 14.6 - 15.0 10.6 - 10.8 8.4 - 8.6 8.1 - 8.4 7.6 - 8.0 7.0 - 7.4 6.5 - 6.8 6.0 - 6.3

No. 8 (2.36 mm) Sieve

(All mixes except SMA)

1.00 0.00 - 8.0 0.00 - 6.3 0.00 - 5.4 0.00 - 4.8 0.00 - 4.5 0.00 - 4.1 0.00 - 3.8 0.00 - 3.6

0.98 8.1 - 9.0 6.4 - 7.0 5.5 - 6.0 4.9 - 5.3 4.6 - 4.9 4.2 - 4.5 3.9 - 4.2 3.7 - 3.9

0.95 9.1 - 10.0 7.1 - 7.7 6.1 - 6.6 5.4 - 5.8 5.0 - 5.4 4.6 - 4.9 4.3 - 4.6 4.0 - 4.3

0.90 10.1 - 11.9 7.8 - 8.5 6.7 - 7.2 5.9 - 6.4 5.5 - 5.8 5.0 - 5.3 4.7 - 5.0 4.4 - 4.6

0.85 12.0 - 13.0 8.6 - 8.8 7.3 - 7.5 6.5 - 6.8 5.9 - 6.3 5.4 - 5.7 5.1 - 5.3 4.7 - 4.9

0.75 13.1 - 14.0 8.9 - 9.1 7.6 - 7.8 6.9 - 7.2 6.4 - 6.6 5.8 - 6.1 5.4 - 5.7 5.0 - 5.3

No. 8 (2.36 mm) Sieve

(19 mm SMA)

1.00 0.00 - 6.0 0.00 - 4.7 0.00 - 4.1 0.00 - 3.6 0.00 - 3.4 0.00 - 3.1 0.00 - 2.9 0.00 - 2.4

0.98 6.1 - 6.8 4.8 - 5.2 4.2 - 4.5 3.7 - 4.0 3.5 - 3.7 3.2 - 3.4 3.0 - 3.2 2.8 - 2.9

0.95 6.9 - 7.5 5.3 - 5.8 4.6 - 5.0 4.1 - 4.4 3.8 - 4.0 3.5 - 3.7 3.3 - 3.5 3.0 - 3.2

0.90 7.6 - 8.9 5.9 - 6.4 5.1 - 5.4 4.5 - 4.8 4.1 - 4.4 3.8 - 4.0 3.6 - 3.8 3.3 - 3.5

0.85 9.0 - 9.8 6.5 - 6.6 5.5 - 5.6 4.9 - 5.1 4.5 - 4.7 4.1 - 4.3 3.9 - 4.0 3.6 - 3.7

0.75 9.9 - 10.5 6.7 - 6.8 5.7 - 5.9 5.2 - 5.4 4.8 - 5.0 4.4 - 4.6 4.1 - 4.3 3.8 - 4..0 399399399399399399399

Prevent mixture placement yielding a segregated mat by following production, storage, loading, placing, and

handling procedures. Ensure needed plant modifications and provide necessary auxiliary equipment. (See

Subsection 400.1.01, Definitions.)

If the mixture is segregated in the finished mat, the Department will take actions based on the degree of

segregation. The actions are described below.

When the Engineer determines the segregation in the finished mat is unquestionably unacceptable,

follow these measures:

the segregated areas to determine the extent of the corrective work to the in-place mat as follows:

• Perform extraction and gradation analysis by taking 6 in. (150 mm) cores from typical,

visually unacceptable segregated areas.

• Determine the corrective work according to Subsection 400.3.06.E.3.

Work will not continue until the plan is submitted to and approved by the Department.

Department to evaluate. If a few loads show that corrective actions were not adequate, follow the

measures above beginning with step 1.a. above. If the problem is solved, work may continue.

When the Engineer observes segregation in the finished mat and the work may be unacceptable, follow

these measures:

areas are eliminated from the finished mat. The Department will immediately investigate to determine the

severity of the apparent segregation as follows:

• Take 6 in. (150 mm) cores from typical areas of suspect segregation.

• Test the cores for compliance with the mixture control tolerances in Section 828.

When these tolerances are exceeded, suspend work for corrective action as outlined in

Subsection 400.3.06.E.3.

control sieves is found to vary 10 percent or more from the approved job mix formula, the asphalt cement

varies 1.0% or more from the approved job mix formula, or if in-place air voids exceed 13.5% based on

GDT 39. The control sieves for each mix type are shown in Subsection 400.5.01.B Determine

Lot Acceptance.

than 10 ft. (3 m) long and as approved by the Engineer.

the affected lane and no less than the length of the affected areas as determined by the Engineer.

400400400400400400400

400.3.07 Contractor Warranty and Maintenance

Maintain a dated, written record of the most recent plant calibration. Keep this record available for the Engineer’s

inspection at all times. Maintain records in the form of:

• Graphs

• Tables

• Charts

• Mechanically prepared data

400.4Measurement

Thickness and spread rate tolerances for the various mixtures are specified in Subsection 400.4.A.2.b, Table 12,

Thickness and Spread Rate Tolerance at Any Given Location. These tolerances are applied as outlined below:

rate per square yard (meter).

If the spread rate exceeds the upper limits outlined in the Subsection 400.4.A.2.b, Table 12, Thickness

and Spread Rate Tolerance at Any Given Location, the mix in excess will not be paid for.

If the rate of spread is less than the lower limit, correct the deficient course by overlaying the entire lot.

The mixture used for correcting deficient areas is paid for at the Contract Unit Price of the course being

corrected and is subject to the Mixture Acceptance Schedule—Table 10 or 11.

rate for that lot is recalculated, and mix in excess of the upper tolerance limit as outlined in the

Subsection 400.4.A.2.b, Table 12, Thickness and Spread Rate Tolerance at Any Given Location is not

paid for.

The quantity of material placed on irregular areas such as driveways, turnouts, intersections, feather edge

section, etc., is deducted from the final spread determination for each lot.

If the average thickness exceeds the tolerances specified in the Subsection 400.4.A.2.b, Table 12, Thickness

and Spread Rate Tolerance at Any Given Location, the Engineer shall take cores to determine the area of

excess thickness. Excess quantity will not be paid for.

If the average thickness is deficient by more than the tolerances specified in the Thickness and Spread Rate

Tolerance at Any Given Location table below, the Engineer shall take additional cores to determine the area of

deficient thickness. Correct areas with thickness deficiencies as follows:

mixture. The overlay shall extend for a minimum of 300 ft. (90 m) for the full width of the course.

Inspection. The mixture required to correct a deficient area is paid for at the Contract Unit Price of the

course being corrected.

The mixture is subject to the Mixture Acceptance Schedule—Table 10 or 11. The quantity of the

additional mixture shall not exceed the required calculated quantity used to increase the average

thickness of the overlaid section to the maximum tolerance allowed under the following table. 401401401401401401401

TABLE 12—THICKNESS AND SPREAD RATE TOLERANCE AT ANY GIVEN LOCATION

Course Thickness Specified Spread Rate Specified

Asphaltic concrete base course ± 0.5 in. (± 13 mm) ± 55 lbs./yd (30 kg/m

)

Intermediate and/or wearing course ± 0.25 in. (± 6 mm) ± 27.5 lbs./yd (15 kg/m

)

Overall of any combination of 1 and 2 ± 0.5 in. (± 13 mm) ± 55 lbs./yd (30 kg/m

)

Note: For asphaltic concrete 9.5 mm OGFC and 12.5 mm OGFC, control the spread rate per lot within

7 lbs./yd (4 kg/m

) of the designated spread rate. For asphaltic concrete 12.5 mm PEM, control the spread

rate per lot within 10 lbs./yd (6 kg/m

) of the designated spread rate.

Note: Thickness and spread rate tolerances are provided to allow normal variations within a given lot. Do

not continuously operate at a thickness of spread rate not specified.

When the plans specify a thickness, the Engineer may take as many cores as necessary to determine the average

thickness of the intermediate or surface course. The Engineer shall take a minimum of one core per 1,000 ft.

(300 m) per two lanes of roadway. Thickness will be determined by average measurements of each core according

to GDT 42.

If the average exceeds the tolerances specified in the Subsection 400.4.A.2.b, Table 12, Thickness and Spread

Rate Tolerance at Any Given Location, additional cores will be taken to determine the area of excess thickness

and excess tonnage will not be paid for.

by cutting cores and the thickness will be determined by averaging the measurements of each core.

cores will be taken by the Department to determine the area of thickness deficiency. Correct thickness

deficiency areas as follows:

the overlay at least 300 ft. (90 m) for the full width of the course.

Straightedge Inspection.

Hot mix asphaltic concrete, complete in place and accepted, is measured in tons (megagrams) or square yards

weighing each loaded vehicle on the required motor truck scale as the material is hauled to the roadway, or by

using recorded weights if a digital recording device is used.

The weight measured includes all materials. No deductions are made for the weight of the individual ingredients.

The actual weight is the pay weight except when the aggregates used have a combined bulk specific gravity

greater than 2.75. In this case the pay weight is determined according to the following formula: 402402402402402402402

Where:

T1 Pay weight, tonnage (Mg)

T= Actual weight

% AC= Percent asphalt cement by weight of total mixture

% Aggregate = Percent aggregate by weight of total mixture minus the hydrated lime

Combined Bulk Sp. Gr.= Calculated combined bulk specific gravity of various mineral aggregates used in the

mixture

% Y= Percent hydrated lime by weight of mineral aggregate

Bituminous material is not measured for separate payment.

When hydrated lime is used as an anti-stripping additive, it is not measured for separate payment.

The field laboratory required in this specification is not measured for separate payment.

Payment of hot mix asphaltic concrete leveling, regardless of the type mix, is full compensation for furnishing

materials, bituminous materials, and hydrated lime (when required) for patching and repair of minor defects,

surface preparation, cleaning, hauling, mixing, spreading, and rolling.

Mixture for leveling courses is subject to the acceptance schedule as stated in Subsection 400.3.06.A and

Subsection 400.3.06.B.

Hot mix asphaltic concrete patching, regardless of the type mix, is paid for at the Contract Unit Price per ton

(Megagram), complete in place and accepted. Payment is full compensation for:

• Furnishing materials such as bituminous material and hydrated lime (when required)

• Preparing surface to be patched

• Cutting areas to be patched, trimmed, and cleaned

• Hauling, mixing, placing, and compacting the materials

When mixture for patching is paid for by the Department, ensure the mixture is subject to the acceptance

schedule as stated in Subsection 400.3.06.A.

T1 = T x % AC +

% Aggregate x 2.75

combined bulk Specific Gravity

100

+ % Y 403403403403403403403

400.4.01 Limits

When the asphaltic concrete is paid for by the square yard (meter) and multiple lifts are used, the number and

thickness of the lifts are subject to the Engineer’s approval and are used to prorate the pay factor for the affected

roadway section.

400.5Payment

When materials or construction are not within the tolerances in this specification, the Contract Price will be adjusted

according to Subsection 106.03, Samples, Tests, Cited Specifications and Subsection 400.3.06, Quality Acceptance.

Hot mix asphaltic concrete of the various types are paid for at the Contract Unit Price per ton (megagram) or per

square yard (meter). Payment is full compensation for furnishing and placing materials including asphalt cement,

hydrated lime when required, approved additives, and for cleaning and repairing, preparing surfaces, hauling, mixing,

spreading, rolling, and performing other operations to complete the Contract Item.

Payment will be made under:

Item No. 400 Asphaltic concrete type Superpave, group-blend, Including polymer-

modified bituminous materials and hydrated lime

Per ton (megagram)

Item No. 400 Asphaltic concrete type, Superpave, group-blend, including bituminous

materials and hydrated lime

Per ton (megagram)

Item No. 400 Asphaltic concrete type Superpave, group-blend, Including bituminous

materials, Gilsonite modifier, and hydrated lime

Per ton (megagram)

Item No. 400 _______ inches asphaltic concrete, type Superpave, group-blend

including bituminous materials, Gilsonite modifier and hydrated lime

Per square yard (meter)

Item No. 400 Asphaltic concrete type Stone Matrix Asphalt, group-blend, including

polymer-modified bituminous materials and hydrated lime

Per ton (megagram)

Item No. 400 Asphaltic concrete type OGFC, group 2 only, including bituminous

materials and hydrated lime

Per ton (megagram)

Item No. 400 Asphaltic concrete type OGFC, group 2 only, including polymer-

modified bituminous materials and hydrated lime

Per ton (megagram)

Item No. 400 Asphaltic concrete type Porous European Mix, group 2 only, including

polymer-modified bituminous materials and hydrated lime

Per ton (megagram)

400.5.01 Adjustments

An adjustment period is allowed at the start of mixing operations for each type of mix placed on the Contract.

Asphaltic Concrete OGFC or PEM shall be granted an adjustment period for the first 500 tons (500 Mg) produced

for the Contract. A new adjustment period shall not be granted for a change of producer, mix design or asphalt

plant location. The adjustment period is provided to adjust or correct the mix and to establish the construction

procedures and sequence of operations.

The adjustment period consists of the tons (megagrams) of the affected mix produced and placed on the first day

of operation. If this quantity is less than 500 tons (500 Mg), the Engineer may combine the tons (megagrams)

produced and placed on the first day of operation with the tons (megagrams) produced and placed on the next

production day of the affected mix for the adjustment period.

The material produced and placed during the mixture adjustment period is one lot. If the mix is adjusted during

this period, a new lot may be necessary, but a new adjustment period will not be permitted. 404404404404404404404

This material shall be paid for at 100 percent of the Contract Unit Price provided it meets the minimum

requirements for a 1.00 pay factor for asphalt cement content and a 0.90 pay factor for gradation in the Mixture

Acceptance Schedule—Table 10 or 11.

If the material placed during the adjustment period fails to meet the above requirements, it will be paid for using

the applicable acceptance schedule. However, when mixture used for leveling at a spread rate of 90 lbs./yd²

(50 kg/m²) or less is also used for the surface mix at a spread rate greater than 90 lbs./yd² (50 kg/m²), an additional

adjustment period will be allowed for compaction only. This material will be paid for at a 1.00 pay factor

provided it:

• Meets the minimum requirements for a 1.00 pay factor in the Mixture Acceptance Schedule—Table

10 or 11 for both asphalt content and gradation.

• Meets the minimum requirements for a 0.90 pay factor in Table 13 of Subsection

400.5.01C, Calculate Mean Pavement Air Voids.

Mixture which does not meet these requirements shall be paid for using the applicable acceptance schedule.

Pay factor adjustments are based on control sieves and asphalt cement content. The control sieves used in the

mixture acceptance schedule for the various types of mix are indicated below:

Control Sieves Used in the Mixture Acceptance Schedule

Asphaltic concrete 25 mm Superpave 1/2 in., No. 8 (12.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 19 mm SMA 1/2 in., No. 8 (12.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 19 mm Superpave 3/8 in., No. 8 (9.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 12.5 mm Superpave 3/8 in., No. 8 (9.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 12.5 mm SMA 3/8 in., No. 8 (9.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 12.5 mm PEM 3/8 in., No. 8 (9.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 12.5 mm OGFC 3/8 in., No. 8 (9.5 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 9.5 mm Superpave No. 4, No. 8 (4.75 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 9.5 mm SMA No. 4, No. 8 (4.75 mm, 2.36 mm) sieves and asphalt cement

concrete 9.5 mm OGFC No. 4, No. 8 (4.75 mm, 2.36 mm) sieves and asphalt cement

Asphaltic concrete 4.75 mm Mix No. 8 (2.36 mm) sieve and asphalt cement

For projects which do not have milling quantities established as a Pay Item, the Department will pay for 12.5 mm

OGFC and PEM placed on ramps and end of project transitions under the appropriate mixture pay item, but the

mix shall be subject to the same gradation and control sieve requirements as asphaltic concrete 9.5 mm OGFC.

Add polymer-modified bituminous material, hydrated lime, and stabilizing fiber to this mix.

The Department will perform the following tasks:

mix formula per test results per lot.

formula; disregard whether the deviations are positive or negative amounts.

Schedule—Table10 to determine acceptance of surface mixes and the Mixture Acceptance Schedule—

Table 11 to determine acceptance of subsurface mixes. 405405405405405405405

On Contracts involving 1,000 tons (1000 Mg) or less of asphaltic concrete, the mixture is accepted for 100 percent

payment of the asphaltic concrete Unit Price provided it meets the following:

the applicable Mixture Acceptance Schedule—Table 10 or 11.

Air Voids.

If the material placed on Contracts involving 1,000 tons (1000 Mg) or less of asphaltic concrete does not meet the

above requirements, the material will be paid for using the applicable acceptance schedule.

The Department will determine the percent of maximum air voids for each lot by dividing the pavement mean air

voids by the maximum pavement mean air voids acceptable.

The Department will determine the payment for each lot by multiplying the Contract Unit Price by the adjusted pay

factor shown in the following Air Voids Acceptance schedule:

TABLE 13 - AIR VOIDS ACCEPTANCE SCHEDULE

Pay

Factor

Percent of Maximum Air Voids (Lot Average

of Tests)

Percent of Maximum Air Voids (Lot Average

all Tests) (for Reevaluations)

1.00 ≤100 ≤100

0.97 100.1 — 105 100.1 — 104

0.95 105.1 — 112 104.1— 109

0.90 112.1 — 124 109.1 — 118

0.80 124.1 — 149 118.1 — 136

0.70 149.1 —172 136.1 — 153

0.50 172.1 — 191 153.1 — 166

When recommended by the Office of Materials and Testing, Lots receiving less than 0.5 pay factor shall be

removed and replaced at the Contractor’s expense.

When the range tolerance is exceeded, the Department will apply a pay factor of 0.95 as described in

Subsection 400.3.06.B.2.

Hot mix asphaltic concrete placed on temporary detours not to remain in place as part of the permanent

pavement does not require hydrated lime. Hot mix used for this purpose is paid for at an adjusted Contract

Price. Ensure the payment for this item covers all cost of construction, maintenance and removal of all

temporary mix. Ensure hot mix asphaltic concrete placed as temporary mix meets requirements established

in Subsection 400.3.05.F.

Where the Contract Price of the asphaltic concrete for permanent pavement is let by the ton (megagram), the

Contract Price for the asphaltic concrete placed on temporary detours is adjusted by subtracting $0.75/ton

($0.85/mg) of mix used.

Where the Contract price of the mix in the permanent pavement is based on the square yard (meter), obtain the

adjusted price for the same mix used on the temporary detour by subtracting $0.04/yd² ($0.05/m²) per 1 in.

(25 mm) plan depth. 406406406406406406406

Further price adjustments required in Subsection 400.3.06, Quality Acceptance, which are based on the

appropriate adjusted Contract Price for mix used in the temporary detour work shall apply should temporary mix

be left in place. Ensure hot mix asphalt produced as temporary mix containing no hydrated lime is removed and

replaced with permanent mix containing hydrated lime.

Determine the lot payment as follows:

by multiplying the Contract Unit Price by the adjusted pay factor.

by multiplying the Contract Unit Price by the lowest pay factor.

If the mean of the deviations from the job mix formula of the tests for a sieve or asphalt cement content exceeds

the tolerances established in the Mixture Acceptance Schedule—Table 10 or 11 and if the Engineer determines

that the material need not be removed and replaced, the lot may be accepted at an adjusted unit price as

determined by the Engineer. If the pavement mean air voids exceed the tolerances established in the Air Voids

Acceptance Schedule – Table 13, remove and replace the materials at the Contractor’s expense.

If the Engineer determines the material is not acceptable to leave in place, remove and replace the materials at the

Contractor’s expense.. 407 407 407 407 407 407 407