03E05/01/08

S402-03E.doc

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  Use on all projects with **more** than 4000 tons (statistical
  acceptance) of conventional hot asphalt concrete pavement.

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**Section 402. - HOT ASPHALT CONCRETE PAVEMENT BY**

**HVEEM OR MARSHALL MIX DESIGN METHOD**

**Section 402** [Delete the Section and substitute the
following:]{.underline}

Description

**402.01** This work consists of constructing one or more courses of
Hveem or Marshall hot asphalt concrete pavement.

The mix design method is designated as Hveem or Marshall. Hot asphalt
concrete pavement class is designated as shown in Table 402-1. Aggregate
grading is designated as show in Table 703-4. Pavement roughness type is
designated as shown in Subsection 402.16. Asphalt binder is designated
as shown in AASHTO M 320.

A minimum of one percent lime is required in the hot asphalt concrete
mixture.

+-----------------------------------------------------------------------+
| Enter the pavement roughness type and asphalt binder grade            |
| [here]{.mark}. Materials or Pavements will provide to the designer    |
| the following:                                                        |
|                                                                       |
| > 1\) Roughness type: Type III for new construction (4R work) or Type |
| > IV for reconstruction (3R work).                                    |
| >                                                                     |
| > If project is a combination of types then identify different        |
| > roughness type by station.                                          |
| >                                                                     |
| > 2\) Asphalt binder grade: Binder grade is project specific.         |
| >                                                                     |
| > 3\) **If this is a desert project**, the Pressure Aging Vessel      |
| > testing temperature should be 230°F, else delete the highlighted    |
| > second sentence.                                                    |
+-----------------------------------------------------------------------+

Pavement roughness is type [III or IV]{.mark}

Asphalt binder grade is [PG xx-xx. The Pressure Aging Vessel test
temperature shall be 230°F.]{.mark}

Material

**402.02** Conform to the following Subsections:

> Aggregate 703.07
>
> Antistrip additive 702.08
>
> Asphalt binder 702.01
>
> Mineral filler 725.05
>
> Recycled asphalt pavement 703.19
>
> Recycling agent 702.06

Construction Requirements

**402.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable aggregate gradation in Table 703-4 and design
parameters in Table 402-1 for the mix class shown in the bid schedule.

**(a) Recycled asphalt pavement use.** Do not use recycled asphalt
pavement in the top lift.

Up to and including 15 percent recycled asphalt pavement material by
mass may be used in the mix without adjusting the asphalt binder grade.
For mixes with over 15 percent, and up to and including 25 percent,
recycled asphalt pavement material by mass, decrease the asphalt binder
grade one performance level for both the upper and lower grade level of
the asphalt binder specified or use an approved blending procedure with
a recycling agent. Do not use more than 25 percent recycled asphalt
pavement by mass.

For mixture design, use the specific gravity of the new (virgin) asphalt
binder as the specific gravity of the asphalt binder in the recycled
asphalt pavement. For calculation purposes, use the effective specific
gravity of the aggregate in the recycled asphalt pavement as the bulk
specific gravity. When the recycled asphalt pavement contains highly
absorptive materials, estimate the amount of absorbed asphalt from
historical records, and use the estimate to back-calculate the bulk
specific gravity of the aggregate.

Table 402-1

Asphalt Concrete Mix Requirements

+--------------------------------+-----------+------------+------------+
| Design Parameters              | Class of  |            |            |
|                                | Mix       |            |            |
+--------------------------------+-----------+------------+------------+
|                                | A         | B          | C          |
+--------------------------------+-----------+------------+------------+
| \(a\) Hveem (AASHTO T 246 and  |           |            |            |
| AASHTO T 247)                  |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(1\) Percent air voids      | 3.0 - 5.0 | 3.0 - 5.0  | 3.0 - 5.0  |
| > ^(1)^                        |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(2\) Stabilometer, minimum  | 37        | 35         | 30         |
+--------------------------------+-----------+------------+------------+
| > \(3\) Voids in mineral       | See Table |            |            |
| > aggregate, min. %            | 402-2     |            |            |
+--------------------------------+-----------+------------+------------+
| \(b\) Marshall (AASHTO T 245)  |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(1\) Percent air voids      | 3.0 - 5.0 | 3.0 - 5.0  | 3.0 - 5.0  |
| > ^(1)^                        |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(2\) Compaction, number of  | 75        | 50         | 50         |
| > blows each end of test       |           |            |            |
| > specimen                     |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(3\) Stability, pounds min. | 2,000     | 1,200      | 1,000      |
+--------------------------------+-----------+------------+------------+
| > \(4\) Flow, 0.01 inches      | 8 -- 14   | 8 -- 16    | 8 -- 20    |
+--------------------------------+-----------+------------+------------+
| > \(5\) Voids in mineral       | See Table |            |            |
| > aggregate, min. %            | 402-2     |            |            |
+--------------------------------+-----------+------------+------------+
| \(c\) Moisture Susceptibility  |           |            |            |
| (AASHTO T 283) ^(2)^           |           |            |            |
+--------------------------------+-----------+------------+------------+
| > \(1\) Tensile strength       | 0.80      | 0.80       | 0.80       |
| > ratio, min.                  |           |            |            |
+--------------------------------+-----------+------------+------------+
| \(d\) Dust to binder ratio     | 0.8 --    | 0.8 -- 1.6 | 0.8 -- 1.6 |
| ^(3)^                          | 1.6       |            |            |
+--------------------------------+-----------+------------+------------+

> ^(1)^ The percent of air voids are based on AASHTO T 166, T 209, and T
> 269. Maximum specific gravity (density) will be based on AASHTO T 209.
> If more than 2.0 percent of water volume is absorbed as determined by
> AASHTO T 166, use AASHTO T 331 in lieu of AASHTO T 275.
>
> ^(2)^ Specimens shall be 4 inches in diameter. Note that AASHTO T 283
> requires a freeze-thaw cycle.
>
> ^(3)^ Dust to binder ratio is defined as the percent of material
> including lime, baghouse fines, and other mineral matter added to the
> mixture. Calculate the ratio using the effective asphalt content
> calculated by mass of mix.

Table 402-2

Voids in Mineral Aggregate (VMA)

Hveem or Marshall Mix Design

  ----------------------- ------------------------ -----------------------
  **Sieve Size ^(1)^**    **Voids in Mineral       
                          Aggregate, min.          
                          ^(2)(3)^**               

                          **Hveem**                **Marshall**

  No. 4                   16.0                     18.0

  ⅜ inch                  14.0                     16.0

  ½ inch                  13.0                     15.0

  ¾ inch                  12.0                     14.0

  1 inch                  11.0                     13.0
  ----------------------- ------------------------ -----------------------

> ^(1)^ The largest sieve size listed in the applicable specification
> upon which any material is permitted to be retained.
>
> ^(2)^ VMA to be determined according to AASHTO R 35*.*
>
> ^(3)^ When mineral filler or hydrated lime is used, include in the
> calculation for compliance with the VMA.

**(b) Submission.** Submit written job-mix formulas with Form FHWA 1607
(Hveem) or Form 1622 (Marshall) for approval at least 28 days before
production. Include the location of all commercial mixing plants to be
used and a separate job-mix formula for each plant. Include a signed
statement prepared by the testing laboratory that certifies the proposed
job-mix formula meets the requirements of the contract and can be
compacted in the field during production to meet contract requirements.
For each job-mix formula, submit the following:

**(1) Aggregate and mineral filler.**

*(a)* Designate target values within the gradation band specified for
the nominal maximum size aggregate grading shown in Table 703-4.

*(b)* Percent passing each sieve size for the aggregate blend; and

*(c)* Source and percentage of each aggregate stockpile to be used.

*(d)* Average gradation of each aggregate stockpile from process control
tests.

*(e)* Representative samples from each aggregate stockpile. Use split
samples of material taken at the same time samples are taken for testing
by the Contractor's laboratory.

*(1)* 500 pounds of aggregates proportioned by stockpile according to
the stockpile's proportion in the mix.

*(2)* 20 pounds of bag house fines if proposed for the mix; and

*(3)* 20 pounds of mineral filler if proposed for mix.

*(f)* Results of aggregate quality tests for Contractor selected
sources. Include Los Angeles abrasion, sodium sulfate soundness,
fractured faces, fine aggregate angularity, flat and elongated
particles, and sand equivalent results from tests performed within 1
year of aggregate use.

**(2) Asphalt binder.**

*(a)* Target asphalt binder content by total weight of mixture.

*(b)* Five 1-gallon samples of the asphalt binder to be used in the mix.
Do not include antistrip additives in these samples.

*(c)* Recent test results from the manufacturer for the asphalt binder
including a temperature-viscosity curve.

*(d)* Laboratory mixing temperature range and laboratory compaction
temperature range for the performance grade asphalt to be used in the
mix.

*(e)* Material safety data sheets.

**(3) Antistrip additives.** If part of the job-mix formula:

*(a)* 10 pounds of cement, fly ash, or lime antistrip additive.

*(b)* Name of product.

*(c)* Manufacturer.

*(d)* Dosage rate.

*(e)* Material safety data sheet.

**(4) Recycled asphalt pavement material.** If part of the job-mix
formula:

*(a)* Source and percentage of recycled asphalt pavement material.

*(b)* Average gradation of the recycled asphalt pavement material.

*(c)* Percent asphalt binder in the recycled asphalt pavement.

*(d)* Target value for the asphalt binder content (that considers the
percent asphalt binder in the recycled asphalt pavement) and the percent
new (virgin) asphalt binder to be added to the mix.

*(e)* 200-pound representative sample of recycled asphalt pavement
material. For existing pavements, mill where designated by the CO to the
pavement removal depth. Sample the removed material and replace it with
an approved asphalt concrete mix. Do not use the replacement material in
the recycled mix.

*(f)* One gallon of recycling agent, if part of the job-mix formula.

**(c) Verification.** The CO will review and may perform design
verification testing. If verification testing is performed, the
information supplied in the contractor's design must agree with the
verification test results within the tolerances shown below.

> **(1) Aggregate Gradations.** Representative aggregate samples from
> each stockpile, when combined according to the Contractor's
> recommendation for stockpile percentages, shall be within the
> gradation defined by the Contractor's target values plus or minus the
> following tolerance for each sieve.
>
> **Sieve Size Tolerance, % (±)**
>
> 1 inch 3.0
>
> ¾ inch 3.0
>
> ½ inch 3.0
>
> ⅜ inch 3.0
>
> No. 4 3.0
>
> No. 8 3.0
>
> No. 30 2.0
>
> No. 50 2.0
>
> No. 200 1.0
>
> **(2) Bulk specific gravity of aggregate (G~sb~)**. The Contractor's
> coarse and fine G~sb~ is verified if the CO's results are within the
> acceptable range for the AASHTO Multilaboratory precision D2S shown in
> AASHTO T 84 and T 85. Once verified, the mean of the Contractor's and
> CO's combined coarse and fine G~sb~ values will be used to calculate
> volumetrics on field produced mix samples.
>
> **(3) Air Voids (V~a~)**. The Contractor's V~a~ result is verified if
> the CO's result at the same design asphalt binder content is between
> 3.0 and 5.0 percent.
>
> **(4) Hveem stabilometer value**. The Contractor's Hveem stabilometer
> value is verified if the CO's result is above the minimum
> specification limit in Table 402-1.
>
> **(5) Marshall stability and flow value**. The Contractor's Marshall
> stability and flow values are verified if the CO's result meet the
> contract specifications in Table 402-1.
>
> **(6) Voids in the mineral aggregate (VMA)**. The Contractor's VMA
> result is verified if the CO's result is above the minimum
> specification limit in Table 402-2.
>
> **(7) Tensile strength ratio (TSR)**. The Contractor's TSR result is
> verified if the CO's result is above the minimum specification of
> 0.80.

**(d) Changes and resubmissions.** If a job-mix formula is rejected or a
material source or the recycled asphalt pavement is changed, submit a
new job-mix formula for acceptance. Up to 21 days may be required to
evaluate a change. Approved changes in target values will not be applied
retroactively for payment.

The CO will deduct all job-mix formula evaluation costs resulting from
the following:

**(1)** Contractor-requested changes to the approved job-mix formula.

**(2)** Contractor requests for additional job-mix formula evaluations.

**(3)** Additional testing necessary due to the failure of a submitted
job-mix formula.

**(e) Acceptance.** Do not begin mix production until the job-mix
formula is accepted by the CO.

**402.04 Mixing Plant.** Use mixing plants conforming to AASHTO M 156
supplemented as follows:

**(a) All plants.**

**(1) Automated controls.** Control the proportioning, mixing, and
discharging of the mix automatically.

**(2) Dust collector.** AASHTO M 156, Requirements for All Plants,
Emission Controls is amended as follows:

Equip the plant with a dust collector. Dispose of the collected
material. In the case of baghouse dust collectors, dispose of the
collected material or return the collected material uniformly.

Use of baghouse fines in asphalt concrete mixes requires approval unless
included as part of the approved job-mix formula. If baghouse fines are
approved for use, batch or continuous mix plants will meter it by volume
or mass into the mixing chamber.

**(3) Recycled asphalt pavement.** When recycled asphalt pavement
material is incorporated into the mixture, modify plants according to
the plant manufacturer's recommendations to process reclaimed material.

**(b) Drum dryer-mixer plants.**

**(1) Bins.** Provide a separate bin in the cold aggregate feeder for
each individual aggregate stockpile in the mix. Use bins of sufficient
size to keep the plant in continuous operation and of proper design to
prevent overflow of material from one bin to another.

**(2) Stockpiling procedures.** Separate aggregate into at least 2
stockpiles with different gradations. As a minimum, stockpile mostly
coarse material in one stockpile and mostly fine material in another.

**(c) Batch and continuous mix plants.**

**(1) Hot aggregate bin.** Provide a bin with 3 or more separate
compartments for storage of the screened aggregate fractions to be
combined for the mix. Make the partitions between the compartments tight
and of sufficient height to prevent spillage of aggregate from one
compartment into another.

**(2) Load cells.** Calibrated load cells may be used in batch plants
instead of scales.

**(3) Recycled asphalt pavement.** Modify batch plants so the recycled
asphalt pavement is introduced into the mix after bypassing the dryer.
Design the cold feed bin, conveyor system, and special bin adjacent to
the weigh hopper, if used, to avoid segregation and sticking of the
recycled asphalt pavement material. Heat aggregate to a temperature that
will transfer sufficient heat to the recycled asphalt pavement material
to produce a mix of uniform temperature within the range specified in
the approved job-mix formula.

**402.05 Pavers.** Use pavers that are:

**(a)** Self-contained, power-propelled units with adjustable vibratory
screeds with full-width screw augers.

**(b)** Heated for the full width of the screed.

**(c)** Capable of spreading and finishing courses of asphalt mix in
widths at least 12 inches more than the width of one lane.

**(d)** Equipped with a receiving hopper having sufficient capacity to
ensure a uniform spreading operation.

**(e)** Equipped with automatic feed controls, which are properly
adjusted to maintain a uniform depth of material ahead of the screed.

**(f)** Operable at forward speeds consistent with satisfactory mix lay
down.

**(g)** Capable of producing a finished surface of the required
smoothness and texture without segregating, tearing, shoving, or gouging
the mix.

**(h)** Equipped with automatic screed controls with sensors capable of
sensing grade from an outside reference line, sensing the transverse
slope of the screed, and providing the automatic signals that operate
the screed to maintain grade and transverse slope.

**402.06 Surface Preparation.** Prepare the surface according to
Subsection 410.05 as applicable. Apply an asphalt tack coat to contact
surfaces of pavements, curbs, gutters, manholes, and other structures
according to Section 412.

**402.07 Weather Limitations.** Place hot asphalt concrete pavement on a
dry, unfrozen surface when the air temperature in the shade is above 35
ºF and rising and the temperature of the road surface in the shade
conforms to Table 402-3.

Table 402-3

Asphalt Concrete Mix Placement Temperature

  ---------------------------- -------------- -------------- --------------
  **Compact Lift Thickness**   **\< 2         **2 -- 3       **\> 3
                               Inches**       Inches**       Inches**

  **Road Surface Temperature   **Minimum Lay                 
  °F**                         Down                          
                               Temperature                   
                               ^(1)^**                       

  \< 35.0                      ^(2)^          ^(2)^          ^(2)^

  35.0 -- 39.9                 ^(2)^          ^(2)^          280

  40.0 -- 49.9                 ^(2)^          285            275

  50.0 -- 59.9                 295            280            270

  60.0 -- 69.9                 285            275            265

  70.0 -- 79.9                 280            270            265

  80.0 -- 89.9                 270            265            260

  ≥ 90.0                       265            260            255
  ---------------------------- -------------- -------------- --------------

> ^(1)^ Do not heat the asphalt concrete mix above 365°F.
>
> ^(2)^ Paving not allowed.

**402.08 Asphalt Preparation.** Uniformly heat the asphalt binder to
provide a continuous supply of the heated asphalt binder from storage to
the mixer. Do not heat asphalt binder above 365 ºF.

**402.09 Aggregate Preparation.** Adjust the aggregate moisture to at
least 4 percent by mass of aggregate. Mix the lime uniformly with the
aggregate before introducing the aggregate into the dryer or dryer drum.
Use calibrated weighing or metering devices to measure the amount of
lime and moisture added to the aggregate.

For batch plants, heat, dry, and deliver aggregate for pugmill mixing at
a temperature sufficient to produce a mix temperature within the
approved range. Adjust flames used for drying and heating to prevent
damage to and contamination of the aggregate.

Control plant operations so the moisture content of the mix behind the
paver is 0.5 percent or less according to AASHTO T 255.

Add lime to the aggregate by Method A, B, or C below.

> **Method A -** Add lime to the combined cold feed aggregate using an
> enclosed in-line cold feed mechanical pugmill mixer. Use a twin-shaft,
> continuous mixing pugmill with adjustable mixing paddles. Adjust the
> retention time of the mixture in the pugmill so no unmixed lime is
> visible after the lime and aggregate exit the pugmill.
>
> **Method B -** Add lime to the produced aggregates during stockpiling
> using a pugmill. Add twenty-five (25) percent of the lime to be added
> to the coarse aggregate stockpile, and add seventy-five (75) percent
> of the lime to be added to the fine aggregate stockpile. When more
> than two stockpiles are used, include the distribution of lime per
> stockpile in the mix design.
>
> A minimum moisture content of two (2) percent by dry weight for coarse
> aggregate and four (4) percent by dry weight for fine aggregate is
> required at the time the aggregates and lime are mixed.
>
> **Method C -** Use a lime slurry consisting of one part lime and three
> parts water. Equipped the plant with a mixing unit to allow mixing of
> the slurry and aggregate prior to entering the dryer or dryer drum.
>
> Adjust the moisture of the coarse and fine aggregates, or combination
> of aggregates, to obtain uniform coating of the aggregate with the
> lime.

Prior to the production of hot asphalt concrete pavement, obtain
approval of synchronized metering and weighing devices used to introduce
a constant rate of lime and water.

**402.10 Mixing.** Measure the aggregate and asphalt into the mixer
according to the approved job-mix formula. Mix until all the particles
are completely and uniformly coated with asphalt according to AASHTO M
156. Maintain the discharge temperature within the approved range.

**402.11 Hauling.** Use vehicles with tight, clean, and smooth metal
beds for hauling asphalt concrete mixes.

Thinly coat the beds with an approved material to prevent the mix from
adhering to the beds. Do not use petroleum derivatives or other coating
material that contaminates or alters the characteristics of the mix.
Drain the bed before loading.

Equip each truck with a canvas cover or other suitable material of
sufficient size to protect the mix from the weather. When necessary to
maintain temperature, use insulated truck beds and securely fastened
covers. Provide access ports or holes for checking temperature of
asphalt mix in the truck.

**402.12 Production Start-Up Procedures.**

**(a) Pre-paving conference.** At least 14 days before the start of
paving operations, arrange for a pre-paving conference. Coordinate
attendance with CO and all applicable subcontractors. Submit and prepare
to discuss the following:

**(1)** Proposed schedule of paving operations.

**(2)** List of all equipment (excavation, compaction, laydown, haul,
pugmill, etc.), and personnel used in the production and construction of
the work.

**(3)** Proposed traffic control plan for paving operations including
provisions for pavement drop-offs and moving operations.

**(4)** Contractor quality control plan for paving and sampling and
testing according to Sections 153 and 154.

**(5)** Procedures for constructing the control strip including placing,
finishing, compacting, and smoothness procedures.

**(6)** Acceptance procedures according to Subsections 106.05 and
401.17.

**(b) Control strip.** Provide 7 days notice before beginning production
of an asphalt concrete mix.

On the first day of production, produce sufficient mix to construct a
1000-foot long control strip, one-lane wide, and at the designated lift
thickness. Construct the control strip on the project at an approved
location.

Construct the control strip using mix production, lay-down, and
compaction procedures intended for the entire mix. Cease production
after construction of the control strip until the asphalt concrete mix
and the control strip are evaluated and accepted.

**(1) Mixture.** Take and test at least three control strip asphalt
concrete mix samples and evaluate according to Subsection 402.17. The
mix is acceptable if all test results are within specification limits
for asphalt content and gradation and the calculated pay factor for
asphalt content and gradation is 0.90 or greater.

**(2) Compaction.** Take nuclear density readings behind each roller
pass to determine the roller pattern necessary to achieve required
density.

At a minimum of five locations within the control strip, take nuclear
gauge readings, and cut and test core samples according to Subsection
402.17. Density is acceptable if all tests are above the specification
limit or the calculated pay factor is 0.90 or greater. Furnish the CO
with the nuclear gauge readings and correlations of the readings to the
core specific gravities using FHWA Form 1646 at completion of control
strip.

Repeat the control strip process until an acceptable control strip is
produced. See Subsection 106.01 for the disposition of material in
unacceptable control strips. Accepted control strips may remain in place
and will be accepted and measured as a part of the completed pavement.
Tests used for the control strip will not be included in the evaluation
for payment according to Subsection 106.05. When a control strip is
accepted, full production may begin.

Use these start-up procedures when producing material from a different
plant or when resuming production after a termination of production due
to unsatisfactory quality according to Subsection 106.05.

**402.13 Placing and Finishing.** Do not use mixes produced from
different plants unless the mixes are produced according to the same
job-mix formula, use material from the same sources, and are approved.
Construct control strips according to Subsection 401.12 for each plant
from which production is intended.

Place asphalt concrete mix at a temperature conforming to Table 401-2.
Measure temperature of the mix in the hauling vehicle just before
dumping into spreader or measure it in the windrow immediately before
pickup.

Place the mix with a paver conforming to Subsection 401.05. Control
horizontal alignment using a reference line. Automatically control the
grade and slope from reference lines, a ski and slope control device, or
dual skis. Use skis having a minimum length of 20 feet.

In areas where mechanical spreading and finishing is impractical, place
and finish the mix with alternate equipment to produce a uniform surface
closely matching the surface obtained when using a mechanical paver.

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  For **all 3R projects** add the following to Subsection 402.13:

  -----------------------------------------------------------------------

[Add the following two paragraphs]{.underline}:

Make the longitudinal joint in the top layer along the existing striped
centerline, as recorded under Subsection 152.03(n), or at the lane lines
of roadways with more than two lanes.

The CO will designate the job-mix formula to be used for wedge and
leveling courses at each location. Place wedge and leveling courses in
maximum 3-inch lifts. Complete the wedge and leveling before starting
normal paving operations.

  -----------------------------------------------------------------------
  **OR** For **all 4R projects** add the following to Subsection 402.13
  (also include detail C634-50):

  -----------------------------------------------------------------------

[Add the following three paragraphs]{.underline}:

Offset the longitudinal joint of one layer at least 6 inches from the
joint in the layer immediately below. Make the longitudinal joint in the
top layer along the centerline of two-lane roadways or at the lane lines
of roadways with more than two lanes.

For simple curve widening locations (widening only on one side) shift
the centerline joint location such that the final layer is midway
between the normal edge of shoulders. The shift from the staked
centerline will be towards the widened lane one-half the total curve
widening specified for the given station as shown in the plans.

The CO will designate the job-mix formula to be used for wedge and
leveling courses at each location. Place wedge and leveling courses in
maximum 3-inch lifts. Complete the wedge and leveling before starting
normal paving operations.

  -----------------------------------------------------------------------
  Add the following to Subsection 402.13 when the hot mix haul is
  anticipated to be long (greater than 90 minutes). Also be sure to
  include the pay item 62202-1000 for "Material Transfer Vehicle".

  -----------------------------------------------------------------------

[Add the following]{.underline}:

Use a Materials Transfer Vehicle (MTV) with storage and remixing
capabilities on all mainline construction when placing asphalt concrete
mixtures. The MTV will independently remix and deliver mixture from the
hauling equipment to the paving equipment.

Furnish an MTV with the following capabilities:

> • An unloading system to receive mixtures from the hauling equipment.
>
> • A minimum storage capacity of 13 tons with a remixing system in the
> MTV storage bin.
>
> • A discharge conveyor to deliver the mixture to the paver hopper.
>
> • The MTV system cannot exceed maximum legal loadings on structures.

Acceptable Material Transfer Vehicles are:

> • Barber Greene MTV-3500
>
> • Roadtec SB-1500
>
> • Roadtec SB-2500

In the event the MTV malfunctions during paving operations, the
Contractor must suspend paving, however hot mix in transit and stored in
the silo at the time of breakdown may be placed without the use of an
MTV. Do not resume hot mix placement until the MTV is operational.

**402.14 Compacting**.

Furnish at least 3 rollers. Furnish one roller each for breakdown,
intermediate, and finish rolling. At least one roller will be
pneumatic-tired. Size the rollers to achieve the required results.
Operate rollers according to the recommendation of the manufacturer.
Diesel fuel will not be used as a release agent with any roller used to
compact the asphalt mix. Do not cause cracking, shoving, or undue
displacement. Continue rolling until all roller marks are eliminated,
all cracks are sealed, and the required density is obtained. Do not roll
the mix after the surface cools below 175 ºF.

Monitor the compaction process with nuclear density gauges calibrated to
the control strip core density test results. Compact to a pavement
specific gravity (density) that is no less than 91.0 percent of the
maximum specific gravity (density) determined according to AASHTO T 209.

Cut 6-inch diameter core sample from the compacted pavement. Fill and
compact the core holes with asphalt concrete mixture. Label the cores
and protect them from damage due to handling or temperature during
storage. Perform specific gravity and thickness tests on the cores and
deliver them to CO.

**402.15 Joints, Trimming Edges, and Cleanup.** Complete pavement
construction of adjacent traffic lanes to the same elevation within 24
hours. If drop-offs are left overnight, sign the drop-offs in excess of
2 inches with *\"Uneven Lanes\"* warning signs and provide a 1V:3H
fillet for drop-offs in excess of 4 inches.

At connections to existing pavements and previously placed lifts, make
the transverse joints vertical to the depth of the new pavement. Form
transverse joints by cutting back the previous run to expose the
full-depth course.

To both transverse and longitudinal joints, apply an asphalt tack coat
to the joint edge according to Section 412.

Place the asphalt concrete mix as continuously as possible. Do not pass
rollers over the unprotected end of a freshly laid mix.

Dispose of material trimmed from the edges and any other discarded
asphalt mix according to Subsection 211.02(a)(2).

**402.16 Pavement Roughness**. Measure the roughness of the final paved
surface course within 21 days after final rolling of the completed
roadway paving, and before placement of any surface treatment. In
addition to meeting the pavement roughness type requirements, construct
all pavement surfaces to meet the requirements of Type V pavement
roughness.

**(a) International roughness index (IRI).**

> **Equipment.** Provide an ASTM E 950, class 1, high speed inertial
> profiling system meeting all the requirements and specifications found
> in AASHTO MP 11, with emphasis on the filter and sampling intervals
> specified in sections 4.2.3 and 4.2.4. Certify profiler in accordance
> with AASHTO PP 49. Operate profiler in accordance with AASHTO PP 50.
> At the pre-construction meeting and before profiling provide copies of
> profiling system to be used and certification(s). Display a current
> decal on the equipment indicating the expiration date of
> certification(s).
>
> **Personnel.** Certify operator in accordance with AASHTO PP 49. At
> the pre-construction meeting and before profiling provide copies of
> operator certification(s).
>
> **Measuring.** Measure the pavement profile in both wheel paths, two
> longitudinal traces with a sensor path spacing of 65-71 inches,
> centered in the traveled way of the lane. For each lane, submit on
> disk one continuous raw IRI data file (\*.ERD) for the "left" and
> "right" wheel paths to the CO immediately after profiling. Use
> profiler's automatic start/stop activation when collecting data. The
> CO must coordinate and observe profiling operations. Non-continuous
> data files will not be accepted. Submit inertial profiler setup
> parameters (e.g. filters, sampling interval, and segment length,
> etc.). Measure excluded areas according to Type V pavement roughness.
>
> **Evaluation.** The CO will review, analyze and may perform
> verification testing on all IRI measurements. The CO will analyze
> profile data using Profile Viewer and Analysis (ProVAL) software. The
> CO's analysis will be used to determine the Mean Roughness Index
> (MRI), and the associated roughness pay factor.
>
> Defective areas include the following:

-   Bumps or Localized Roughness Areas (LRA) in excess of 0.2 inches in
    25 feet, using ProVAL's Localized Roughness Analysis.

-   0.1-lane mile MRI greater than a Ride Quality Threshold of 105
    inches/mile, using ProVAL's Smoothness Assurance Analysis.

Correct defective areas according to paragraph (c) below.

> If the final MRI for the entire traveled way is greater than 125
> inches/mile using ProVAL's Ride Statistics Analysis, the traveled way
> is in reject. Correct rejected traveled way according to paragraph (c)
> below.
>
> An MRI value will be determined for each 0.1-lane mile of traveled
> way. The total traveled way will be analyzed including partial
> segments less than 0.1-lane mile. Exclusion areas are 25 feet on
> either side of Beginning and End of Project, cattle guards, and
> bridges. These areas will be excluded from the calculation of MRI and
> determination of localized roughness.
>
> **(1) Type III pavement roughness (IRI measurements for reconstructed
> and new roads).** Measure the roughness of the final paved surface
> course. Pay factors from Table 402-4 will be used in conjunction with
> the histogram printout from ProVAL's Smoothness Assurance Analysis.
> The final pay factor (PF~rough~) is equal to the sum of the products
> of the individual pay factors indicated in Table 402-4 multiplied by
> ProVAL's corresponding histogram percentages, divided by 100.
> Calculate the final pay factor to two decimal places.

Table 402-4

Type III Pavement Roughness

  ------------------------------------ ----------------------------------
  **MRI (in/mi)**                      **Pay Factor (PF~rough~)**

  Greater than 95                      0.70

  95.0 to 90.0                         0.80

  90.0 to 80.0                         0.90

  80.0 to 70.0                         0.96

  70.0 to 60.0                         1.00

  60.0 to 50.0                         1.02

  50.0 to 40.0                         1.03

  40.0 to 30.0                         1.04

  Less than 30.0                       1.05
  ------------------------------------ ----------------------------------

> **(2) Type IV pavement roughness (IRI measurements for overlay,
> recycle with overlay, or milling with overlay projects).** Measure the
> roughness of the existing surface before construction traffic. The
> existing surface is defined as the original surface before overlaying,
> recycling, or milling. Submit original surface raw data files
> (\*.ERD). The CO will review, analyze and may perform verification
> testing on all IRI measurements. No work that will disturb the
> original surface will proceed until CO's analysis is complete. The
> original surface MRI will be used to determine the percent improvement
> for the entire traveled way.
>
> The percent improvement in MRI will be determined to one decimal place
> for the entire traveled way according to the following formula:
>
> \% Improvement = \[(Original MRI -- Final MRI) / Original MRI\] x 100
>
> Table 402-5 will be used to determine the final pay factor (PF~rough~)
> for the entire traveled way. No deductions will be made when the final
> MRI value is less than or equal to 70.0 inches per mile (PF~rough~ =
> 1.00). Compute the final pay factor to two decimal places.

Table 402-5

Type IV Pavement Roughness

+-----------------+----------------+----------------+----------------+
| **Single Lift** | **Pay Factor   | **Multi-Lift   | **Pay Factor** |
|                 | (PF~rough~)**  | Percent        |                |
| **Percent       |                | Improvement**  | **(**          |
| Improvement**   |                |                | **PF~rough~)** |
|                 |                | **^(%)^**      |                |
| **^(%)^**       |                |                |                |
+-----------------+----------------+----------------+----------------+
| Greater than    | PF = 1.05      | Greater than   | PF = 1.05      |
| 50.0            |                | 60.0           |                |
+-----------------+----------------+----------------+----------------+
| 47.6 to 50.0    | PF = 1.04      | 58.6 to 60.0   | PF = 1.04      |
+-----------------+----------------+----------------+----------------+
| 45.1 to 47.5    | PF = 1.03      | 57.6 to 58.5   | PF = 1.03      |
+-----------------+----------------+----------------+----------------+
| 43.6 to 45.0    | PF = 1.02      | 56.6 to 57.5   | PF = 1.02      |
+-----------------+----------------+----------------+----------------+
| 42.1 to 43.5    | PF = 1.01      | 55.1 to 56.5   | PF = 1.01      |
+-----------------+----------------+----------------+----------------+
| 25.0 to 42.0    | PF = 1.00      | 49.0 to 55.0   | PF = 1.00      |
+-----------------+----------------+----------------+----------------+
| 24.0 to 24.9    | PF = 0.99      | 48.0 to 48.9   | PF = 0.99      |
+-----------------+----------------+----------------+----------------+
| 23.0 to 23.9    | PF = 0.98      | 47.0 to 47.9   | PF = 0.98      |
+-----------------+----------------+----------------+----------------+
| 22.0 to 22.9    | PF = 0.97      | 46.0 to 46.9   | PF = 0.97      |
+-----------------+----------------+----------------+----------------+
| 21.0 to 21.9    | PF = 0.96      | 45.0 to 45.9   | PF = 0.96      |
+-----------------+----------------+----------------+----------------+
| 20.0 to 20.9    | PF = 0.95      | 44.0 to 44.9   | PF = 0.95      |
+-----------------+----------------+----------------+----------------+
| 19.0 to 19.9    | PF = 0.94      | 43.0 to 43.9   | PF = 0.94      |
+-----------------+----------------+----------------+----------------+
| 18.0 to 18.9    | PF = 0.93      | 42.0 to 42.9   | PF = 0.93      |
+-----------------+----------------+----------------+----------------+
| 17.0 to 17.9    | PF = 0.92      | 41.0 to 41.9   | PF = 0.92      |
+-----------------+----------------+----------------+----------------+
| 16.0 to 16.9    | PF = 0.91      | 40.0 to 40.9   | PF = 0.91      |
+-----------------+----------------+----------------+----------------+
| 15.0 to 15.9    | PF = 0.90      | 38.0 to 39.9   | PF = 0.90      |
+-----------------+----------------+----------------+----------------+
| 14.0 to 14.9    | PF = 0.89      | 36.0 to 37.9   | PF = 0.89      |
+-----------------+----------------+----------------+----------------+
| 13.0 to 13.9    | PF = 0.88      | 35.0 to 35.9   | PF = 0.88      |
+-----------------+----------------+----------------+----------------+
| 12.0 to 12.9    | PF = 0.87      | 34.0 to 34.9   | PF = 0.87      |
+-----------------+----------------+----------------+----------------+
| 11.0 to 11.9    | PF = 0.86      | 33.0 to 33.9   | PF = 0.86      |
+-----------------+----------------+----------------+----------------+
| 10.0to 10.9     | PF = 0.85      | 31.0 to 32.9   | PF = 0.85      |
+-----------------+----------------+----------------+----------------+
| 5.0 to 9.9      | PF = 0.80      | 25.0 to 30.9   | PF = 0.80      |
+-----------------+----------------+----------------+----------------+
| Less than 4.9   | PF = 0.70      | Less than 24.9 | PF = 0.70      |
+-----------------+----------------+----------------+----------------+

> NOTE: A single lift is defined as asphalt concrete pavement placed in
> one operation.

**(b)** **Type V pavement roughness (straightedge measurement).** Use a
10 foot metal straight edge to measure at right angles and parallel to
the centerline. Type V localized roughness areas (LRA) are surface
deviations in excess of 0.25 inches in 10 feet between any two contacts
of the straightedge with the surface.

**(c) Defective area correction.** Correct defective areas from
paragraphs (a) or (b) above. Obtain approval from the CO for correction
of defected areas as well as the method of correction. When grinding is
allowed, the area ground shall not exceed 720 square feet per location,
and is limited to 10 locations per lane mile. Grinding depth is limited
to 12.5% of the design pavement thickness. Grinding in excess of these
limits is not an acceptable method of correction unless it is
accompanied by an overlay or a single-course surface treatment over the
entire length of the project.

If grinding is allowed, grind the pavement surface with a diamond blade
machine and apply a surface treatment according to Sections 409 or 410
as approved by the CO. The endpoints of the areas where a grinder is to
be applied must be optimized using ProVAL.

If corrections are allowed, re-measure the pavement profile. Data from
the re-measurement and re-analysis will be used to determine PF~rough~
in accordance with Table 402-4 or Table 402-5.

If corrections are not allowed, no adjustment will be made to the final
pay factor (PF~rough~) determined from Table 402-4 or Table 402-5. A
dollar adjustment per remaining bump when grinding is not allowed will
be determined according to subsection 402.19.

Defective area corrections and surface treatments shall be provided at
no cost to the Government.

**402.17 Acceptance.** See Table 402-7 for sampling and testing
requirements and the acceptance quality characteristic category.

Mineral filler, antistrip additive, and recycling agent will be
evaluated under Subsections 106.02 and 106.03.

Asphalt binder will be evaluated under Subsections 106.04, and 702.09
and Table 402-6.

Construction of the Hveem or Marshall designed hot asphalt concrete
pavement course will be evaluated under Subsections 106.02 and 106.04.

Asphalt content, aggregate gradation, density, and type III and IV
pavement roughness will be evaluated under Subsection 106.05. Other
aggregate quality properties will be evaluated under Subsections 106.02
and 106.04.

**(a) Asphalt content.** The upper and lower specification limits are
the approved job-mix formula target value plus or minus 0.4 percent.

**(b) Aggregate gradation.** The upper and lower specification limits
are the approved job-mix formula target values plus or minus the
allowable deviations shown in Table 703-4. See Table 402-7 for the
acceptance quality characteristics category.

**(c) Density.** The lower specification limit is 91.0 percent of the
maximum specific gravity (density) determined according to AASHTO T 209.

**(d) Pavement roughness.** The evaluation will be made after all
defective areas are corrected. See Subsection 402.16.

Measurement

**402.18** Measure the Section 402 items listed in the bid schedule
according to Subsection 109.02.

Payment

**402.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 402 pay items listed in the bid
schedule except the hot asphalt concrete pavement contract unit bid
price will be adjusted according to Subsections 106.05, 402.16, and
Table 402-6. Payment will be full compensation for the work prescribed
in this Section. See Subsection 109.05.

Payment for hot asphalt concrete pavement will be made at a price
determined by multiplying the contract unit bid price by the material
pay factor. The material pay factor is calculated as follows:

A1 = \[(PF~Mix~ -- 1) + (PF~PG~ -- 1)\]

where:

A1 = Material pay factor.

> PF~Mix~ = Pay factor for hot asphalt concrete pavement. PF~Mix~ is the
> lowest single pay factor determined for asphalt binder content,
> gradation, and core density.
>
> PF~PG~ = Pay factor for asphalt binder. The PF~PG~ formula is as
> follows:
>
> PF~PG~ = (PF~1~ + PF~2~ + PF~3~ + ....PF~n~) / n
>
> where:
>
> PF~\#~ = For each sample, the lowest pay factor determined from any
> test in Table 402-6. If the lowest pay factor for a sample is in
> reject, the sample's pay factor is zero.
>
> n = Number of samples tested.

If either the pay factor for the asphalt binder (PF~PG~) or the pay
factor for hot asphalt concrete pavement (PF~Mix~) is below 0.75, the
lot for hot asphalt concrete pavement is in reject.

When the bid schedule contains a pay item for hot asphalt concrete
pavement, type III and type IV pavement roughness, a separate pay
adjustment will be made for pavement roughness calculated as follows:

Type III and Type IV Pay Adjustment = 40,000 (PF~rough~ - 1.00)(L) --
(NLRA x 300)

where:

> PF~rough~ = Pay factor from Table 402-4 or Table 402-5.
>
> L = Total project length in lane miles of traveled way. Measure the
> project length to 3 decimals.
>
> NLRA = Number of localized roughness areas (bumps) remaining in final
> traveled way as determined by ProVAL and Type V measurements.

**Table 402-6**

Asphalt Binder Pay Factor Table

+----------------+-------+------+------+------+------+------+-----+
| **Tests on     | **S   | *    |      |      |      |      |     |
| Original**     | pecif | *Pay |      |      |      |      |     |
|                | icati | Fa   |      |      |      |      |     |
|                | ons** | ctor |      |      |      |      |     |
|                |       | =**  |      |      |      |      |     |
|                | *     |      |      |      |      |      |     |
|                | *(See |      |      |      |      |      |     |
|                | 702.  |      |      |      |      |      |     |
|                | 01)** |      |      |      |      |      |     |
+----------------+-------+------+------+------+------+------+-----+
|                |       | **1. | **1. | **0. | **0. | **0. | *   |
|                |       | 01** | 00** | 95** | 90** | 75** | *Re |
|                |       |      |      |      |      |      | jec |
|                |       |      |      |      |      |      | t** |
+----------------+-------+------+------+------+------+------+-----+
| Dynamic Shear  | ≥     | ≥    | 1.16 | 0.99 | 0.88 | 0.76 | \<  |
| Rheometer, kPa | 1.00  | 1.17 | to   | to   | to   | to   | 0   |
|                |       |      | 1.00 | 0.89 | 0.77 | 0.50 | .50 |
+----------------+-------+------+------+------+------+------+-----+
| **Tests after  |       |      |      |      |      |      |     |
| Rolling Thin   |       |      |      |      |      |      |     |
| Film Oven      |       |      |      |      |      |      |     |
| (RTFO)**       |       |      |      |      |      |      |     |
+----------------+-------+------+------+------+------+------+-----+
| Dynamic Shear  | ≥     | ≥    | 2.68 | 2.19 | 1.95 | 1.42 | \<  |
| Rheometer, kPa | 2.20  | 2.69 | to   | to   | to   | to   | 1   |
|                |       |      | 2.20 | 1.96 | 1.43 | 1.10 | .10 |
+----------------+-------+------+------+------+------+------+-----+
| **Tests on     |       |      |      |      |      |      |     |
| Pressure Aging |       |      |      |      |      |      |     |
| Vessel (PAV)** |       |      |      |      |      |      |     |
+----------------+-------+------+------+------+------+------+-----+
| Bending Beam   | ≤ 300 | ≤    | 248  | Use  |      |      | \>  |
| Rheometer, s,  |       | 247  | to   | Di   |      |      | 600 |
| MPa            |       |      | 300  | rect |      |      |     |
|                |       |      |      | Ten  |      |      |     |
|                |       |      |      | sion |      |      |     |
+----------------+-------+------+------+------+------+------+-----+
| Bending Beam   | ≥     | ≥    | 0    | 0    | 0    | 0    | \<  |
| Rheometer, m   | 0.300 | 0    | .319 | .299 | .293 | .277 | 0.  |
|                |       | .320 | to   | to   | to   | to   | 261 |
|                |       |      | 0    | 0    | 0    | 0    |     |
|                |       |      | .300 | .294 | .278 | .261 |     |
+----------------+-------+------+------+------+------+------+-----+
| Direct Tension | ≥     | \    | ≥    | 0.99 | \    | \    | \<  |
| ^(1)^, %       | 1.00  | -\-- | 1.00 | to   | -\-- | -\-- | 0   |
|                |       |      |      | 0.56 |      |      | .56 |
+----------------+-------+------+------+------+------+------+-----+

> ^(1)^ Use Direct Tension for payment if the creep stiffness values
> from the Bending Beam Rheometer are between 301 and 600 Mpa.

**Table 402-7**

**Sampling and Testing Requirements**

+-------+--------+--------+----+--------+------+------+-----+-----+
| **Mat | **Type | **Char | ** | **Test | **   | **P  | *   | **  |
| erial | of     | acteri | Ca | Method | Samp | oint | *Sp | Rep |
| or    | Acce   | stic** | te | Spec   | ling | of   | lit | ort |
| Prod  | ptance |        | go | ificat | Fre  | Sa   | Sa  | ing |
| uct** | (S     |        | ry | ions** | quen | mpli | mpl | Tim |
|       | ubsect |        | ** |        | cy** | ng** | e** | e** |
|       | ion)** |        |    |        |      |      |     |     |
+=======+========+========+====+========+======+======+=====+=====+
| Aggr  | Me     | LA     | \  | AASHTO | 1    | So   | Yes | Bef |
| egate | asured | ab     | -\ | T 96   | per  | urce |     | ore |
| s     | and    | rasion | -- |        | type | of   |     | pro |
| ource | tested |        |    |        | &    | m    |     | duc |
| qu    | for    |        |    |        | so   | ater |     | ing |
| ality | confo  |        |    |        | urce | ials |     |     |
|       | rmance |        |    |        | of   |      |     |     |
| (70   |        |        |    |        | mate |      |     |     |
| 3.07) | (      |        |    |        | rial |      |     |     |
|       | 106.04 |        |    |        |      |      |     |     |
|       | and    |        |    |        |      |      |     |     |
|       | 105)   |        |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Sodium | \  | AASHTO | "    | "    | "   | "   |
|       |        | s      | -\ | T 104  |      |      |     |     |
|       |        | ulfate | -- |        |      |      |     |     |
|       |        | sou    |    |        |      |      |     |     |
|       |        | ndness |    |        |      |      |     |     |
|       |        | loss   |    |        |      |      |     |     |
|       |        |        |    |        |      |      |     |     |
|       |        | (      |    |        |      |      |     |     |
|       |        | coarse |    |        |      |      |     |     |
|       |        | &      |    |        |      |      |     |     |
|       |        | fine)  |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Fra    | \  | ASTM D | "    | "    | "   | "   |
|       |        | ctured | -\ | 5821   |      |      |     |     |
|       |        | faces  | -- |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Fine   | \  | AASHTO | "    | "    | "   | "   |
|       |        | agg    | -\ | T 304  |      |      |     |     |
|       |        | regate | -- |        |      |      |     |     |
|       |        | angu   |    |        |      |      |     |     |
|       |        | larity |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Flat   | \  | ASTM D | "    | "    | "   | "   |
|       |        | and    | -\ | 4791   |      |      |     |     |
|       |        | elo    | -- |        |      |      |     |     |
|       |        | ngated |    |        |      |      |     |     |
|       |        | par    |    |        |      |      |     |     |
|       |        | ticles |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Sand   | \  | AASTHO | "    | "    | "   | "   |
|       |        | equi   | -\ | T 176  |      |      |     |     |
|       |        | valent | -- |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
| Hot   | Me     | Gra    | \  | AASHTO | 1    | St   | Yes | 28  |
| as    | asured | dation | -\ | T 11   | per  | ockp |     | d   |
| phalt | and    |        | -- |        | each | iles |     | ays |
| con   | tested |        |    | AASHTO | s    |      |     | bef |
| crete | for    |        |    | T 27   | ubmi |      |     | ore |
|       | confo  |        |    |        | tted |      |     | pav |
| (mix  | rmance |        |    |        | mix  |      |     | ing |
| de    |        |        |    |        | de   |      |     |     |
| sign) | (1     |        |    |        | sign |      |     |     |
|       | 06.04) |        |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Bulk   | \  | AASHTO | "    | "    | "   | "   |
|       |        | sp     | -\ | T 84   |      |      |     |     |
|       |        | ecific | -- |        |      |      |     |     |
|       |        | g      |    | AASHTO |      |      |     |     |
|       |        | ravity |    | T 85   |      |      |     |     |
|       |        | of     |    |        |      |      |     |     |
|       |        | agg    |    |        |      |      |     |     |
|       |        | regate |    |        |      |      |     |     |
|       |        |        |    |        |      |      |     |     |
|       |        | (      |    |        |      |      |     |     |
|       |        | coarse |    |        |      |      |     |     |
|       |        | &      |    |        |      |      |     |     |
|       |        | fine)  |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Hveem  | \  | AASHTO | "    | \    | "   | "   |
|       |        | S      | -\ | T 246  |      | -\-- |     |     |
|       |        | -value | -- |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Ma     |    | AASHTO | "    | \    | "   | "   |
|       |        | rshall |    | T 245  |      | -\-- |     |     |
|       |        | sta    |    |        |      |      |     |     |
|       |        | bility |    |        |      |      |     |     |
|       |        | and    |    |        |      |      |     |     |
|       |        | flow   |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | VMA    | \  | AASHTO | "    | \    | "   | "   |
|       |        |        | -\ | R 35   |      | -\-- |     |     |
|       |        |        | -- |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Re     | \  | AASHTO | "    | \    | "   | "   |
|       |        | tained | -\ | T 283  |      | -\-- |     |     |
|       |        | st     | -- |        |      |      |     |     |
|       |        | rength |    |        |      |      |     |     |
|       |        |        |    |        |      |      |     |     |
|       |        | (TSR)  |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
| As    |        | (qu    | \  | AASHTO | "    | Mi   | "   | "   |
| phalt |        | ality) | -\ | M 320  |      | xing |     |     |
| b     |        |        | -- |        |      | p    |     |     |
| inder |        |        |    |        |      | lant |     |     |
|       |        |        |    |        |      |      |     |     |
| (mix  |        |        |    |        |      | (70  |     |     |
| de    |        |        |    |        |      | 2.09 |     |     |
| sign) |        |        |    |        |      | (c)) |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+

**Table 402-7 (continued)**

**Sampling and Testing Requirements**

+-------+--------+--------+----+--------+------+------+-----+-----+
| **Mat | **Type | **Char | ** | **Test | **   | **P  | *   | **  |
| erial | of     | acteri | Ca | Method | Samp | oint | *Sp | Rep |
| or    | Acce   | stic** | te | Spec   | ling | of   | lit | ort |
| Prod  | ptance |        | go | ificat | Fre  | Sa   | Sa  | ing |
| uct** | (S     |        | ry | ions** | quen | mpli | mpl | Tim |
|       | ubsect |        | ** |        | cy** | ng** | e** | e** |
|       | ion)** |        |    |        |      |      |     |     |
+=======+========+========+====+========+======+======+=====+=====+
| Hot   | Stati  | Grad   |    | AASHTO | 3    | Be   | Yes | 4   |
| as    | stical | ation: |    | T 30   | min  | hind |     | ho  |
| phalt |        |        |    |        | imum | the  |     | urs |
| con   | (1     |        |    |        |      | p    |     |     |
| crete | 06.05) |        |    |        |      | aver |     |     |
|       |        |        |    |        |      | be   |     |     |
| (co   |        |        |    |        |      | fore |     |     |
| ntrol |        |        |    |        |      | co   |     |     |
| s     |        |        |    |        |      | mpac |     |     |
| trip) |        |        |    |        |      | tion |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | ½ inch | II |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | ⅜ inch | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 4  | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 8  | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 30 | II |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 50 | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No.    | I  |        |      |      |     |     |
|       |        | 200    |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Other  | II |        |      |      |     |     |
|       |        | spe    |    |        |      |      |     |     |
|       |        | cified |    |        |      |      |     |     |
|       |        | sieves |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | A      | I  | AASHTO | "    | "    | "   | "   |
|       |        | sphalt |    | T 308  |      |      |     |     |
|       |        | c      |    |        |      |      |     |     |
|       |        | ontent |    |        |      |      |     |     |
|       |        | ^(1)^  |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Core   | I  | AASHTO | 5    | In-p | To  | 24  |
|       |        | d      |    | T 166  | min  | lace | CO  | ho  |
|       |        | ensity |    |        | imum | a    | af  | urs |
|       |        | ^(2)^  |    |        |      | fter | ter |     |
|       |        |        |    |        |      | co   | de  |     |
|       |        |        |    |        |      | mpac | ter |     |
|       |        |        |    |        |      | ting | min |     |
|       |        |        |    |        |      |      | ing |     |
|       |        |        |    |        |      |      | sp  |     |
|       |        |        |    |        |      |      | eci |     |
|       |        |        |    |        |      |      | fic |     |
|       |        |        |    |        |      |      | g   |     |
|       |        |        |    |        |      |      | rav |     |
|       |        |        |    |        |      |      | ity |     |
|       |        |        |    |        |      |      | &   |     |
|       |        |        |    |        |      |      | c   |     |
|       |        |        |    |        |      |      | omp |     |
|       |        |        |    |        |      |      | act |     |
|       |        |        |    |        |      |      | ion |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       | Me     | M      | \  | AASHTO | 3    | Be   | Yes | 24  |
|       | asured | aximum | -\ | T 209  | min  | hind |     | ho  |
|       | and    | sp     | -- |        | imum | the  |     | urs |
|       | tested | ecific |    |        |      | p    |     |     |
|       | for    | g      |    |        |      | aver |     |     |
|       | confo  | ravity |    |        |      | be   |     |     |
|       | rmance |        |    |        |      | fore |     |     |
|       |        |        |    |        |      | co   |     |     |
|       | (1     |        |    |        |      | mpac |     |     |
|       | 06.04) |        |    |        |      | tion |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | VMA    |    | AASHTO | "    | "    | "   | "   |
|       |        |        |    | R 35   |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Mix    | \  | \-\--  | F    | Hau  | \-  | "   |
|       |        | tempe  | -\ |        | irst | ling | \-- |     |
|       |        | rature | -- |        | load | veh  |     |     |
|       |        |        |    |        | & as | icle |     |     |
|       |        |        |    |        | de   | be   |     |     |
|       |        |        |    |        | term | fore |     |     |
|       |        |        |    |        | ined | dum  |     |     |
|       |        |        |    |        | by   | ping |     |     |
|       |        |        |    |        | the  | or   |     |     |
|       |        |        |    |        | CO   | win  |     |     |
|       |        |        |    |        |      | drow |     |     |
|       |        |        |    |        |      | be   |     |     |
|       |        |        |    |        |      | fore |     |     |
|       |        |        |    |        |      | pi   |     |     |
|       |        |        |    |        |      | ckup |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+

**Table 402-7 (continued)**

**Sampling and Testing Requirements**

+-------+--------+--------+----+--------+------+------+-----+-----+
| **Mat | **Type | **Char | ** | **Test | **   | **P  | *   | **  |
| erial | of     | acteri | Ca | Method | Samp | oint | *Sp | Rep |
| or    | Acce   | stic** | te | Spec   | ling | of   | lit | ort |
| Prod  | ptance |        | go | ificat | Fre  | Sa   | Sa  | ing |
| uct** | (S     |        | ry | ions** | quen | mpli | mpl | Tim |
|       | ubsect |        | ** |        | cy** | ng** | e** | e** |
|       | ion)** |        |    |        |      |      |     |     |
+=======+========+========+====+========+======+======+=====+=====+
| Hot   | Stati  | Grad   |    | AASHTO | 3    | Be   | Yes | 4   |
| as    | stical | ation: |    | T 30   | min  | hind |     | ho  |
| phalt |        |        |    |        | imum | the  |     | urs |
| con   | (1     |        |    |        |      | p    |     |     |
| crete | 06.05) |        |    |        |      | aver |     |     |
|       |        |        |    |        |      | be   |     |     |
| (p    |        |        |    |        |      | fore |     |     |
| roduc |        |        |    |        |      | co   |     |     |
| tion) |        |        |    |        |      | mpac |     |     |
|       |        |        |    |        |      | tion |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | ½ inch | II |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | ⅜ inch | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 4  | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 8  | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 30 | II |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No. 50 | I  |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | No.    | I  |        |      |      |     |     |
|       |        | 200    |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Other  | II |        |      |      |     |     |
|       |        | spe    |    |        |      |      |     |     |
|       |        | cified |    |        |      |      |     |     |
|       |        | sieves |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | A      | I  | AASHTO | 1    | Be   | Yes | 4   |
|       |        | sphalt |    | T 308  | per  | hind |     | ho  |
|       |        | c      |    |        | 700  | the  |     | urs |
|       |        | ontent |    |        | tons | p    |     |     |
|       |        | ^(1)^  |    |        |      | aver |     |     |
|       |        |        |    |        |      | be   |     |     |
|       |        |        |    |        |      | fore |     |     |
|       |        |        |    |        |      | co   |     |     |
|       |        |        |    |        |      | mpac |     |     |
|       |        |        |    |        |      | tion |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Core   | I  | AASHTO | "    | In-p | To  | 24  |
|       |        | d      |    | T 166  |      | lace | CO  | ho  |
|       |        | ensity |    |        |      | a    | af  | urs |
|       |        | ^(2)^  |    |        |      | fter | ter |     |
|       |        |        |    |        |      | co   | de  |     |
|       |        |        |    |        |      | mpac | ter |     |
|       |        |        |    |        |      | ting | min |     |
|       |        |        |    |        |      |      | ing |     |
|       |        |        |    |        |      |      | sp  |     |
|       |        |        |    |        |      |      | eci |     |
|       |        |        |    |        |      |      | fic |     |
|       |        |        |    |        |      |      | g   |     |
|       |        |        |    |        |      |      | rav |     |
|       |        |        |    |        |      |      | ity |     |
|       |        |        |    |        |      |      | &   |     |
|       |        |        |    |        |      |      | c   |     |
|       |        |        |    |        |      |      | omp |     |
|       |        |        |    |        |      |      | act |     |
|       |        |        |    |        |      |      | ion |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       | Me     | M      | \  | AASHTO | Min  | "    | "   | "   |
|       | asured | aximum | -\ | T 209  | imum |      |     |     |
|       | and    | sp     | -- |        |      |      |     |     |
|       | tested | ecific |    |        | 1    |      |     |     |
|       | for    | g      |    |        | per  |      |     |     |
|       | confo  | ravity |    |        | day  |      |     |     |
|       | rmance | ^(3)^  |    |        |      |      |     |     |
|       |        |        |    |        |      |      |     |     |
|       | (1     |        |    |        |      |      |     |     |
|       | 06.04) |        |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | VMA    | I  | AASHTO | "    | "    | "   | "   |
|       |        |        |    | R 35   |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
| As    | Me     | Q      | T  | AASHTO | 1    | In   | Two | \-  |
| phalt | asured | uality | ab | M 320  | per  | line | 1   | \-- |
| b     | and    |        | le |        | 2100 | bet  | -qu |     |
| inder | tested |        |    |        | ton  | ween | art |     |
|       | for    |        | 4  |        | of   | tank | s   |     |
| (p    | confo  |        | 02 |        | mix, | &    | amp |     |
| roduc | rmance |        | -6 |        | but  | mi   | les |     |
| tion) |        |        |    |        | not  | xing |     |     |
|       | (      |        |    |        | less | p    |     |     |
|       | 106.04 |        |    |        | than | lant |     |     |
|       | &      |        |    |        | 5    |      |     |     |
|       |        |        |    |        | sam  | (70  |     |     |
|       | Table  |        |    |        | ples | 2.09 |     |     |
|       | 402-6) |        |    |        |      | (c)) |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+

**Table 402-7 (continued)**

**Sampling and Testing Requirements**

+-------+--------+--------+----+--------+------+------+-----+-----+
| **Mat | **Type | **Char | ** | **Test | **   | **P  | *   | **  |
| erial | of     | acteri | Ca | Method | Samp | oint | *Sp | Rep |
| or    | Acce   | stic** | te | Spec   | ling | of   | lit | ort |
| Prod  | ptance |        | go | ificat | Fre  | Sa   | Sa  | ing |
| uct** | (S     |        | ry | ions** | quen | mpli | mpl | Tim |
|       | ubsect |        | ** |        | cy** | ng** | e** | e** |
|       | ion)** |        |    |        |      |      |     |     |
+=======+========+========+====+========+======+======+=====+=====+
| Hot   | Me     | Type   | \  | AASHTO | See  | Left | \-  | 21  |
| as    | asured | III    | -\ | PP 49  | Su   | and  | \-- | d   |
| phalt | and    | Pa     | -- | & PP   | bsec | R    |     | ays |
| con   | tested | vement |    | 50     | tion | ight |     | af  |
| crete | for    | Rou    |    |        | 40   | W    |     | ter |
| pav   | confo  | ghness |    |        | 2.16 | heel |     | fi  |
| ement | rmance |        |    |        |      | P    |     | nal |
|       | (1     |        |    |        |      | aths |     | pav |
| (     | 06.04) |        |    |        |      |      |     | ing |
| final |        |        |    |        |      |      |     |     |
| sur   |        |        |    |        |      |      |     |     |
| face) |        |        |    |        |      |      |     |     |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Type   | \  | AASHTO | See  | Left | \-  | Or  |
|       |        | IV     | -\ | PP 49  | Su   | and  | \-- | igi |
|       |        | Pa     | -- | & PP   | bsec | R    |     | nal |
|       |        | vement |    | 50     | tion | ight |     | s   |
|       |        | Roug   |    |        | 40   | W    |     | urf |
|       |        | hness, |    |        | 2.16 | heel |     | ace |
|       |        | before |    |        |      | P    |     | bef |
|       |        | constr |    |        |      | aths |     | ore |
|       |        | uction |    |        |      |      |     | ov  |
|       |        |        |    |        |      |      |     | erl |
|       |        |        |    |        |      |      |     | ayi |
|       |        |        |    |        |      |      |     | ng, |
|       |        |        |    |        |      |      |     | r   |
|       |        |        |    |        |      |      |     | ecy |
|       |        |        |    |        |      |      |     | cli |
|       |        |        |    |        |      |      |     | ng, |
|       |        |        |    |        |      |      |     | or  |
|       |        |        |    |        |      |      |     | mi  |
|       |        |        |    |        |      |      |     | lli |
|       |        |        |    |        |      |      |     | ng. |
+-------+--------+--------+----+--------+------+------+-----+-----+
|       |        | Type   | \  |        |      |      | \-  | 21  |
|       |        | IV     | -\ |        |      |      | \-- | d   |
|       |        | Pa     | -- |        |      |      |     | ays |
|       |        | vement |    |        |      |      |     | af  |
|       |        | Roug   |    |        |      |      |     | ter |
|       |        | hness, |    |        |      |      |     | fi  |
|       |        | after  |    |        |      |      |     | nal |
|       |        | constr |    |        |      |      |     | pav |
|       |        | uction |    |        |      |      |     | ing |
+-------+--------+--------+----+--------+------+------+-----+-----+

^(1)^ Use AASHTO T 308, Method A. Calculate the asphalt binder content
by weighing the sample before and after the burn using a calibrated
external balance. Modify AASHTO T 308, parts 8.2 and 10.2 to allow the
use of AASHTO T 255, Total Evaporable Moisture Content of Aggregate by
Drying.

^(2)^ Cut core samples from the compacted pavement and carefully remove
using a core retriever. Fill and compact the sample holes with asphalt
concrete mixture. Cores shall be 6 inches in diameter. Perform specific
gravity, and thickness tests on the cores and deliver to the CO after
testing is completed. Label cores and protect from damage due to
handling or alteration due to temperature during storage or transfer. If
more than 2.0 percent of water volume is absorbed as determined by
AASHTO T 166, use AASHTO T 331 in lieu of AASHTO T 275.

^(3)^ After production paving has begun, use the Maximum specific
gravity value (AASHTO T 209) for each day to adjust the percent
compaction for the cores that represent that day's paving.