96M06/13/07

S401-96M.doc

  -----------------------------------------------------------------------
  Use on all projects with Superpave hot asphalt concrete pavement. If
  using conventional hot asphalt concrete use the SCR following the 401
  Superpave section. Also include the SCR for Subsection 702.08(c),
  Antistrip additive type 3

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

**Section 401. - HOT ASPHALT CONCRETE PAVEMENT**

[Delete the title and text of this section and substitute the
following:]{.underline}

**Section 401. - SUPERPAVE HOT ASPHALT CONCRETE PAVEMENT**

**Description**

**401.01** This work consists of constructing one or more courses of
Superpave hot asphalt concrete pavement.

Superpave hot asphalt concrete is designated as shown in Table 401-1.

Nominal maximum size aggregate is designated as shown in Table 703-14.

Asphalt binder grade is designated as shown in AASHTO M 20, M226, or
AASHTO MP-320.

+-----------------------------------------------------------------------+
| Either below or in the plans enter the pavement smoothness type.      |
|                                                                       |
| Type I for new construction (4R work).                                |
|                                                                       |
| Type II for reconstruction (3R work). If project is a combination of  |
| types then identify different smoothness type by station.             |
+-----------------------------------------------------------------------+

See plans for smoothness type.

A minimum of one percent lime will be required in the Superpave hot
asphalt concrete mixture.

**Material**

**401.02** Conform to the following Subsections:

> Aggregate 703.17
>
> Antistrip additive 702.08
>
> Asphalt binder 702.01
>
> Mineral filler 725.05

**Construction Requirements**

**401.03 Composition of Mix (Job-Mix Formula).** Furnish aggregate and
additives that meet applicable gradation and materials requirements in
Subsection 703.17. Furnish asphalt binder that meets the applicable
materials requirements in Subsection 702.01. Furnish antistrip additive
that meets the applicable materials requirements in Subsection
702.08(c). The Superpave hot asphalt concrete mixture will meet the
design parameters in Table 401-1. Compact specimens to N~design~ with a
gyratory compactive effort specified in Table 401-1. Volumetric mix
properties will be determined at N~design~. Use a gyratory compactor
which meets the internal angle requirement according to AASHTO T 312.

Use of baghouse fines in Superpave hot asphalt concrete mixtures
requires approval unless included as part of the approved job-mix
formula.

For all but the final surface course, recycled material may be used
subject to approval and submission of test data demonstrating that the
mixture and the specified asphalt binder grade will meet the mix design
requirements. Recycled material may not be used in the final surface
course.

**Table 401-1**

**Superpave Hot Asphalt Concrete Mixture Requirements**

**AASHTO M 323, R 35**

+------------------------------------+-----------------+--------------+
| **Design Parameters**              |                 | **Re         |
|                                    |                 | quirements** |
+------------------------------------+-----------------+--------------+
| Percent air voids at design        |                 | 4.0          |
| gyrations, N~design~               |                 |              |
+------------------------------------+-----------------+--------------+
| Percent maximum density at initial |                 | Less than    |
| gyration, N~initial~               |                 | 90.5         |
+------------------------------------+-----------------+--------------+
| Percent maximum density at maximum |                 | Less than    |
| gyrations, N~maximum~              |                 | 98.0         |
+------------------------------------+-----------------+--------------+
| Tensile strength ratio ^(1)^, min. |                 | 80           |
| (AASHTO T 283)                     |                 |              |
+------------------------------------+-----------------+--------------+
| Dust-asphalt ratio ^(2)^           |                 | 0.8 - 1.6    |
+------------------------------------+-----------------+--------------+
| Hveem stabilometer value, minimum, |                 | 30           |
| (AASHTO T 246 and T 247)           |                 |              |
+------------------------------------+-----------------+--------------+
| Percent voids in mineral aggregate | 12.5 mm Nominal | 14.0         |
| (VMA), min.                        |                 |              |
|                                    | Max.            |              |
+------------------------------------+-----------------+--------------+
|                                    | 19.0 mm Nominal | 13.0         |
|                                    |                 |              |
|                                    | Max.            |              |
+------------------------------------+-----------------+--------------+
| Percent voids filled with asphalt  |                 | 65 -- 78     |
| (VFA)                              |                 |              |
+------------------------------------+-----------------+--------------+
| Gyratory compactive effort         |                 | N~initial~ = |
|                                    |                 | 7            |
| (measure volumetric properties     |                 |              |
| after compacting specimens to      |                 | N~design~ =  |
| N~design~)                         |                 | 75           |
|                                    |                 |              |
|                                    |                 | N~maximum~ = |
|                                    |                 | 115          |
+------------------------------------+-----------------+--------------+

> ^(1)^ Sample specimens will be100mm diameter, 7±0.5 percent air voids,
> with one freeze thaw cycle. Acceptable method of compaction is AASHTO
> T247 or the Superpave Gyratory Compactor.
>
> ^(2)^ Lime, bag house fines, and other mineral matter added to the
> mixture is included in samples evaluated for the dust fraction.

Submit written job-mix formulas for approval at least 28 days before
production. For each job-mix formula, submit the following:

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

> **(1)** Designate target values within the gradation band for percent
> passing each sieve size for the specified gradation.
>
> **(2)** Source and percentage of each aggregate stockpile.
>
> **(3)** Gradation of each aggregate stockpile.
>
> **(4)** Representative samples of each aggregate stockpile such that
> when combined at the proposed job mix formula total 325 kilograms.

Advise the CO of the schedule for collecting aggregate samples and
provide the CO an opportunity to witness sampling. Verify the gradation
of the aggregate stockpile samples to be submitted by performing a
gradation on a split of each aggregate stockpile sample. Provide the
results of the gradation tests to the CO. Aggregate samples when
combined according to the Contractor\'s recommended stockpile
percentages will be within the gradation band defined by the target
values plus or minus the allowable deviation for each sieve or the
samples will not be considered representative. If the gradations are
verified, provide the split portion of the sample as part of the mix
design submitted. If the gradations are not verified, perform
appropriate corrective measures to provide a job mix formula and samples
which will result in a mix meeting the contract requirements. Once
verified, complete a sample transmittal Form FHWA 1600c for each sample,
providing the CO the opportunity to review the completed form prior to
sample shipment. Include a copy of each transmittal form on the outside
and inside of the corresponding sample container, and provide the CO a
copy of each completed form. Ship the samples to the FHWA Materials
Laboratory, Building 52, Entrance S-1, Denver Federal Center, Denver,
Colorado 80225.

**(b) Asphalt binder.**

> **(1)** Five 4-liter samples of the asphalt binder to be used in the
> mix.
>
> **(2)** Recent quality test results from the manufacturer for the
> asphalt binder including a temperature-viscosity curve and specific
> gravity at 25°C according to AASHTO T 228.
>
> **(3)** Mixing and compaction temperature ranges for the asphalt
> binder.
>
> **(4)** Material safety data sheets.

**(c) Antistrip additive (lime).**

> **(1)** 2 kilograms of lime.
>
> **(2)** Name of product.
>
> **(3)** Manufacturer.
>
> **(4)** Material safety data sheet.

**(d) Asphalt mixes.** When applicable, the location of all commercial
mixing plants to be used. A recent job-mix formula is needed for each
plant. The CO will evaluate the suitability of the material and the
proposed job-mix formula. If approved, the CO will develop a target
value for the asphalt binder content, determine the maximum specific
gravity (density) according to AASHTO T 209, and determine the discharge
temperature range.

If a job-mix formula is rejected, submit a new job-mix formula as
described above.

Changes to an approved job-mix formula require approval before
production. Up to 14 days will 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 incurred as a
result of any of 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.

**401.04 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.
>
> If baghouse fines are approved for use, batch plants or continuous mix
> plants will meter it by volume or mass into the mixing chamber. In
> drum dryer-mixer plants, return the material to the drum at the same
> location as the asphalt.
>
> **(3) Aggregate storage.** Store aggregate according to Section 307.

**(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 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, one stockpile will
> contain mostly coarse material, and one stockpile will contain mostly
> fine material.

**(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.

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

> • Self-contained, power-propelled units with adjustable vibratory
> screeds with full-width screw augers.
>
> • Heated for the full length and width of the screed.
>
> • Capable of spreading and finishing courses of asphalt mix in widths
> at least 300 millimeters more than the width of one lane.
>
> • Equipped with a receiving hopper having sufficient capacity to
> ensure a uniform spreading operation.
>
> • Equipped with automatic feed controls, which are properly adjusted
> to maintain a uniform depth of material ahead of the screed.
>
> • Operable at forward speeds consistent with satisfactory mix lay
> down.
>
> • Capable of producing a finished surface of the required smoothness
> and texture without segregating, tearing, shoving, or gouging the mix.
>
> • 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.

**401.06 Surface Preparation.** Prepare the surface according to
Subsection 303.07, Sections 413, 502, or 503 as applicable. Apply an
asphalt tack coat to contact surfaces of pavements, curbs, gutters,
manholes, and other structures according to Section 412.

**401.07 Weather Limitations.** Place Superpave hot asphalt concrete mix
on a dry, unfrozen surface when the air temperature in the shade is
above 2°C and rising and the temperature of the road surface in the
shade conforms to Table 401-2.

**Table 401-2**

**Superpave Hot Asphalt Concrete Mix Placement Temperature**

  --------------------------- -------------- -------------- --------------
  **Compacted Lift            **\< 50 mm**   **50 - 75 mm** **\> 75 mm**
  Thickness**                                               

  **Road Surface              **Minimum                     
  Temperature,°C**            Lay-Down                      
                              Temperature                   
                              ^(1)^°C**                     

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

  2 - 3.9                     ^(2)^          ^(2)^          138

  4 - 9.9                     ^(2)^          141            135

  10 - 14.9                   146            138            132

  15 - 19.9                   141            135            129

  20 - 24.9                   138            132            129

  25 - 29.9                   132            129            127

  ≥ 30                        129            127            124
  --------------------------- -------------- -------------- --------------

> ^(1)^ In no case will the Superpave hot asphalt concrete mix be heated
> above the temperature specified in the approved mix design.
>
> ^(2)^ Paving not allowed.

**401.08 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 175°C.

**401.09 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
antistrip 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 110 or FLH T 515.

Add lime to the aggregate by Method A, B, or C as follows. Use
calibrated weighing or metering devices to measure the amount of lime
and moisture added to the aggregate.

> **Method A -** Add lime to the combined cold feed aggregate using an
> enclosed in-line cold feed mechanical pugmill mixer. The pugmill mixer
> will be twin-shaft, continuous mixing with adjustable mixing paddles.
> There will be no trace of unmixed lime 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, the distribution of lime per stockpile
> will be included in the mix design.
>
> Minimum moisture content will be two (2) percent by dry weight for the
> coarse aggregate and four (4) percent by dry weight for the fine
> aggregate at the time the aggregates and lime are mixed.
>
> **Method C -** Use a lime slurry consisting of one part lime and three
> parts water. The plant will be equipped 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 Superpave hot asphalt concrete pavement,
obtain approval of synchronized metering and weighing devices used to
introduce a constant rate of lime and water.

**401.10 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.

**401.11 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 which contaminate or alter 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.

**401.12 Start-Up and Production Procedures.**

**(a) Prepaving procedures.** At least 2 weeks prior to the start of
paving operations, arrange for a pre-paving conference. Coordinate
attendance with the CO and any applicable subcontractors. Be prepared to
discuss and/or submit the following:

> **(1)** Proposed schedule of paving operations.
>
> **(2)** A list of all equipment and personnel to be used in the
> production and construction of the work.
>
> **(3)** A proposed Traffic Control Plan.
>
> **(4)** Discuss Section 153, Contractor Quality Control, minimum
> frequency schedule for process control sampling and testing (to be
> performed by the Contractor).
>
> **(5)** Discuss Subsections 401.12, Start-Up and Production Procedures
> (control strip); 401.13, Placing and Finishing; 401.14, Compacting;
> and 401.16, Pavement Smoothness (profilograph measurements).
>
> **(6)** Discuss Subsections 106.05, Statistical Evaluation of
> Materials for Acceptance, and 401.17, Acceptance.

Provide 7 days notice before beginning production of a Superpave hot
asphalt concrete mix.

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

**(b) Control strip procedures.** Construct the control strip using mix
production, lay-down, and compaction procedures intended for the entire
mix. Construct control strips for each plant from which production is
intended. Cease production after construction of the control strip until
the Superpave hot asphalt concrete mix and the control strip are
evaluated and accepted, or up to three days.

Take and deliver splits of the control strip samples to a laboratory
designated by the CO. Deliver the samples within 24 hours after
production of the mix. The laboratory will generally be the CO\'s
facility at Building 52 on the Denver Federal Center in Lakewood,
Colorado, but may be at a closer facility. The CO will designate the
laboratory to be used at the preconstruction conference.

> **(1) Mixture properties.** Take three control strip Superpave hot
> asphalt concrete mix samples and evaluate according to Subsections
> 401.17 and 106.05. The split samples will be evaluated for asphalt
> content, gradation, VMA, VFA, Hveem stability, air voids, and other
> design requirements from Table 401-1. The mix is acceptable if all
> test results are within specification limits for VMA, VFA, gradation,
> and asphalt content and the resulting pay factor equals or exceeds
> 0.90.
>
> **(2) Compaction.** Take nuclear density readings behind each roller
> pass to determine the roller pattern necessary to achieve
> specifications without damaging the mix. Correlate the gauge readings
> to core samples. Furnish the nuclear gauge readings, and the
> correlation to cores, to the CO.
>
> At five locations within the control strip, take nuclear gauge
> readings and cut core samples. Evaluate the core samples according to
> Subsections 401.17 and 106.05. The density is acceptable when the pay
> factor which results from the five samples equals or exceeds 0.90.

Repeat the control strip process until an acceptable control strip is
produced. See Subsection 106.05(b) for the disposition of unacceptable
control strips. Acceptable control strips may remain in place and will
be accepted and measured as a part of the completed pavement. Tests used
for evaluation of acceptable control strips 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 control strip 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.

**(c) Production procedures.** When the control strip is accepted full
paving operations may begin. Continue to sample, split, and test
according to Section 154. Deliver all splits to the CO.

**401.13 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.

Place Superpave hot 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 6 meters.

On 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.

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 75 millimeter lifts. Complete the wedge and leveling before
starting normal paving operations.

  -----------------------------------------------------------------------
  For **all 4R projects** add the following paragraph (also include
  detail CM634-50):

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

Offset the longitudinal joint of one layer at least 150 millimeters 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.

  -----------------------------------------------------------------------
  **OR** For **all 3R projects** add the following paragraph:

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

Offset the longitudinal joint of one layer at least 150 millimeters from
the joint in the layer immediately below. Make the longitudinal joint in
the top layer along the existing striped centerline, as recorded under
Subsection 152.03(o), or at the lane lines of roadways with more than
two lanes.

  -----------------------------------------------------------------------
  Add the following to Subsection 401.13 when the hot mix haul is
  anticipated to be long. Also be sure to include the pay item 40107 for
  "Material Transfer Vehicle".

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

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.

**401.14 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. Do not use diesel fuel or other petroleum derivatives as a
release agent with any roller used to compact the asphalt mix.

Thoroughly and uniformly compact the asphalt surface by rolling. Do not
cause undue displacement, cracking, or shoving. Continue rolling until
all roller marks are eliminated and the required density is obtained. Do
not roll the mix after the surface cools below 80°C.

Monitor the compaction process with nuclear density gauges calibrated to
the control strip compaction test results. Compact to a pavement
specific gravity (density) that is no less than 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 209.

Along forms, curbs, headers, walls, and other places not accessible to
the rollers, compact the mix with alternate equipment to obtain the
required compaction.

**401.15 Joints, Trimming Edges, and Cleanup.** Complete 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 50 millimeters
with \"Uneven Lane\" warning signs and provide a 1:3 fillet for drop
offs in excess of 100 millimeters.

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 on previous run to expose the
full-depth course.

Apply an asphalt tack coat to the edge of the joint for both transverse
and longitudinal joints according to Section 412.

Place the Superpave hot 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 211.03(b).

**401.16 Pavement Smoothness.** Measure pavement smoothness using the
following methods:

**(a) Pavement smoothness (type I) for reconstructed and new roads.**
After final rolling, measure the smoothness of the final paved surface
course before placement of any surface treatment. Measure in the middle
portion of each lane.

Measure the traveled way parallel to the centerline according to FLH T
504 after mainline paving is completed. The Contractor will furnish a
California type profilograph and the CO will direct and observe its
operation. Operate the profilograph in the "mode" such that the plot
produced can be reduced according to FLH T 504. Furnish personnel to
operate the profilograph. Furnish the trace to the CO.

Exclude areas according to FLH T 504 from the profile ride index.
Excluded 0.1 kilometer sections will not be used when determining upper
specification limit (USL) and length for payment determination according
to Subsection 401.19.

A profile ride index will be calculated for each 0.1 kilometer lane of
traveled way using a zero blanking-band. The profile ride index will be
determined according to FLH T 504.

The upper specification limit is 380 millimeters per kilometer for
reconstructed and new roads. Bumps will be located using a 10 millimeter
bump template. Defective areas are:

> **(1)** Bumps in excess of 10 millimeters in 7.62 meters.
>
> **(2)** 0.1 kilometer segments with profile ride index greater than
> 450 millimeters per kilometer.
>
> **(3)** Surfaces with a pay factor less than 0.75 as determined under
> Subsection 106.05.

All pavement surfaces will meet the requirements of (c) below.

**(b) Pavement smoothness (type II) for overlay, recycle with overlay or
milling with overlay projects.** Measure the profile of the existing
surface prior to construction traffic. The existing surface is the
original surface before milling, or recycling. Measure the profile of
the existing travel way parallel to the centerline according to FLH T
504. The existing profile ride index and standard deviation will be used
in formulas at the end of this subsection to determine the upper
specification limit (USL).

Measure the traveled way parallel to the centerline according to FLH T
504 after mainline paving is completed. The Contractor will furnish a
California type profilograph and the CO will direct and observe its
operation. Operate the profilograph in the "mode" such that the plot
produced can be reduced according to FLH T-504. Furnish personnel to
operate the profilograph. Furnish the trace to the CO.

Exclude areas according to FLH T 504 from the profile ride index.
Excluded 0.1 kilometer sections will not be used when determining upper
specification limit (USL) and length for payment determination according
to Subsection 401.19.

Measure the final profile ride index on the final riding surface. The
profile ride index will be calculated for each 0.1 kilometer lane of
traveled way using a zero blanking-band. The profile ride index will be
determined according to FLH T 504.

The minimum calculated upper specification limit is 380 millimeters per
kilometer for overlay, recycle with overlay, or milled with overlay
projects. Bumps will be located using a 10 millimeter bump template.
Defective areas are:

> **(1)** Bumps in excess of 10 millimeters in 7.62 meters.
>
> **(2)** 0.1 kilometer segments with profile ride index greater than
> 1.5 times the calculated upper specification limit using one of the
> formulas below, but not less than 380 millimeters per kilometer.
>
> **(3)** Surfaces with a pay factor less than 0.75 as determined under
> Subsection 106.05.

All pavement surfaces will meet the requirements of (c) below.

The minimum existing profile ride index is never less than 380
millimeters per kilometer for determining the upper specification limit
in the following equations.

> For one-lift placement of the final surface:
>
> ^(1)^USL~1~ = 0.71 \* PRI~0~ + 0.39 \* Sd~0~, but not less than 380
> mm/km
>
> For two-lift placement of the final surface:
>
> ^(1)^USL~2~ = 0.50 \* PRI~0~ + 0.30 \* Sd~0~, but not less than 380
> mm/km
>
> ^(1)^ Round to the nearest whole number.
>
> Where:
>
> USL~1~ = Upper specification limit for one lift (mm/km)
>
> USL~2~ = Upper specification limit for two lifts (mm/km)
>
> PRI~0~ = Existing surface profile ride index (mm/km)
>
> Sd~0~ = Existing surface profile standard deviation
>
> Determined pay factor according to Subsection 106.05.

**(c) Pavement smoothness (type III) using straightedge measurement.**
Use a 3 meter metal straight edge to measure at right angles and
parallel to the centerline. Defective areas are surface deviations in
excess of 6 millimeters in 3 meters between any two contacts of the
straightedge with the surface.

**(d) Defective area correction.** Correct defective areas from (a), (b)
and (c) above. Obtain approval for the proposed method of correction.

Re-measure corrected areas according to (a), (b) and (c) above. The
smoothness pay factor will be recomputed after measurement.

**401.17 Acceptance.** Mineral filler and antistrip additive will be
evaluated under Subsections 106.02 and 106.03.

Asphalt will be evaluated under Subsections 106.04 and 702.09.

Construction of the Superpave hot asphalt concrete pavement course will
be evaluated under Subsections 106.02 and 106.04.

Asphalt content, density, VMA, and pavement smoothness will be evaluated
under Subsection 106.05. Other aggregate and Superpave hot asphalt
concrete mixture properties will be evaluated under Subsections 106.02
and 106.04. See Table 401-3 for minimum sampling and testing
requirements and acceptance quality characteristic category.

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

**(b) Density.** The lower specification limit is 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 209
as part of the job-mix formula evaluation specified in Subsection
401.03.

**(c) VMA (Voids in Mineral Aggregate).** See Table 401-1 for the lower
specification limit.

**(d) Pavement smoothness.** See Subsection 401.16. The evaluation will
be made after all defective areas are corrected. A sublot is a 0.1
kilometer section of the traveled way and a lot is the surface course of
the entire project. The upper specification limit is determined
according to Subsection 401.16.

**(e) 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 703-14.

**(f) VFA (Voids Filled with Asphalt).** See Table 401-1 for the upper
and lower specification limit.

**Measurement**

**401.18** Measure Superpave hot asphalt concrete pavement, asphalt
binder, mineral filler, and antistrip additive by the metric ton.

**Payment**

**401.19** The accepted quantities, measured as provided above, will be
paid at the contract price per unit of measurement for the pay items
listed below that are shown in the bid schedule except the Superpave hot
asphalt concrete pavement contract unit bid price will be adjusted
according to Subsection 106.05. Payment will be full compensation for
the work prescribed in this Section. See Subsection 109.05.

Payment for Superpave 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 the lowest single pay
factor determined for asphalt content, VMA, and density.

When the bid schedule contains a pay item for Superpave hot asphalt
concrete pavement type I or II pavement smoothness, a separate
adjustment will be made for pavement smoothness according to the
following formula:

> A = 20300(PF - 1.00)(L)
>
> Where:
>
> A = Adjustment to contract payment in dollars for pavement smoothness.
>
> L = Length in lane kilometers of traveled way less excluded areas
> measured in accordance with Subsection 401.16. Measure length to 3
> decimal places.
>
> PF = Pay factor for smoothness with respect to the upper specification
> limit determined according to Subsection 106.05 after completion of
> corrective work.

Payment will be made under:

**Pay Item Pay Unit**

40103 Asphalt binder grade \_\_\_ ton

40104 Mineral filler ton

40105 Antistrip additive type \_\_\_ ton

40106 Superpave hot asphalt concrete pavement ton

**TABLE 401-3**

**SAMPLING and TESTING**

  ------------ ------------------ -------------- ------------------ --------------- --------------
  **Material   **Property or      **Category**   **Test Methods or  **Frequency**   **Sampling
  or           Characteristic**                  Specifications**                   Point**
  Property**                                                                        

  Superpave    Asphalt Content    I              AASHTO T 308 ^(1)^ 1 per 750 ton   Behind the
  Hot Asphalt                                                                       laydown
  Concrete                                                                          machine before
  Pavement                                                                          rolling.

               VMA ^(2)^          I              AASHTO M 323, R    1 per 750 ton   Behind the
                                                 35, and T 312                      laydown
                                                                                    machine before
                                                                                    rolling.

               Core density ^(3)^ I              AASHTO T 166 and   1 per 750 ton   In-place after
                                                 AASHTO T 209 ^(4)^                 compaction.

               Smoothness ^(5)^   I              FLH T 504          See Subsection  See Subsection
                                                                    401.16          401.16

               Gradation          I ^(6)^        AASHTO T 308 ^(1)^ 1 per 750 ton   Behind the
                                                 and AASHTO T 30                    laydown
                                                                                    machine before
                                                                                    rolling.

               VFA                I ^(6)^        AASHTO M 323, R    1 per 750 ton   Behind the
                                                 35, and T 312                      laydown
                                                                                    machine before
                                                                                    rolling.

               Percent air voids                 AASHTO M 323, R    1 per 750 ton   Behind the
               at design                         35, and T 312                      laydown
               gyrations                                                            machine before
               N~design~                                                            rolling.
  ------------ ------------------ -------------- ------------------ --------------- --------------

^(1)^ Modify AASHTO T308, parts 8.2 and 10.2 to allow the use of FLH
515, Moisture Determination Using a Microwave Oven. Use test method A.
Calculate the binder content by weighing the sample before and after the
burn using a calibrated external balance.

^(2)^ For acceptance samples taken on site the acceptance parameters
will be based on gyratory samples compacted to N~design~.

^(3)^ Cut core samples from the compacted pavement and carefully remove
using a core retriever. Fill and compact the sample holes with asphalt
concrete mixture.

^(4)^ AASHTO T 209 on loose mix will be required only on the first three
and one per day thereafter.

^(5)^ Applies only to final surface course.

^(6)^ After approval of the control strip (see Subsection 401.12), data
will be used for informational purposes only, not for final pay
determination. Testing will continue for duration of HACP production.

  -----------------------------------------------------------------------
  Use on all projects with Section 401 not specifying Superpave type mix.
  Also include the SCR for Subsection 702.08(c), Antistrip additive type
  3

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

**Section 401. - HOT ASPHALT CONCRETE PAVEMENT**

**Construction Requirements**

**401.01** [Delete the fifth paragraph and substitute the
following:]{.underline}

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

**401.03 Composition of Mix (Job-Mix Formula). Class A, B, or C mix.**
[Delete the text and substitute the following:]{.underline}

Furnish aggregate, asphalt, and additives that meet the applicable
aggregate gradation in Table 703-4 and design parameters (a)(1), (a)(2),
(c)(2), and (e) in Table 401-1 for the mix class shown in the bid
schedule.

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

> **(4)** [Add the following:]{.underline}
>
> Advise the CO of the schedule for collecting aggregate samples and
> provide the CO an opportunity to witness sampling. Verify the
> gradation of the aggregate stockpile samples to be submitted by
> performing a gradation on a split of each aggregate stockpile sample.
> Provide the results of the gradation tests to the CO. If the
> gradations are verified, provide the split portion of the sample as
> part of the mix design submitted. If the gradations are not verified,
> perform appropriate corrective measures to provide a job mix formula
> and samples which will result in a mix meeting the contract
> requirements. Once verified, complete a sample transmittal Form FHWA
> 1600c for each sample, providing the CO the opportunity to review the
> completed form prior to sample shipment. Include a copy of each
> transmittal form on the outside and inside of the corresponding sample
> container, and provide the CO a copy of each completed form. Ship the
> samples to the FHWA Materials Laboratory, Building 52, Entrance S-1,
> Denver Federal Center, Denver, Colorado 80225.
>
> **(5)** [Delete the text.]{.underline}

**(c) Antistrip additives.** [Delete the text and substitute the
following:]{.underline}

Antistrip additive is required for all mixes, and lime will be used.
Furnish the following:

> **(1)** 2 kilograms of lime.
>
> **(2)** Name of product.
>
> **(3)** Manufacturer.
>
> **(4)** Materials Safety Data Sheet.

  -----------------------------------------------------------------------
  Include Subsection 401.09 on all projects with work under Sections 401,
  403, & 405.

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

**401.09 Aggregate Preparation.** [Add the following:]{.underline}

Add lime to the aggregate by Method A, B, or C as follows. Use
calibrated weighing or metering devices to measure the amount of lime
and moisture added to the aggregate.

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 for the method being used.

> **Method A -** Add lime to the combined cold feed aggregate using an
> enclosed in-line cold feed mechanical pugmill mixer. The pugmill mixer
> shall be twin-shaft, continuous mixing with adjustable mixing paddles.
> There shall be no trace of unmixed lime after the lime and aggregate
> exit the pugmill.
>
> The composite aggregate prior to mixing with lime shall have a minimum
> of 4 percent moisture by dry weight of aggregate.
>
> **Method B -** Add lime to the produced aggregates during stockpiling
> using a pugmill mixer meeting the requirements of Method A above. 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, the distribution of lime per stockpile shall be
> included in the mix design.
>
> Minimum moisture content shall be two (2) percent by dry weight for
> the coarse aggregate and four (4) percent by dry weight for the fine
> aggregate at the time the aggregates and lime are mixed.
>
> **Method C -** Use a lime slurry consisting of one part lime and three
> parts water. The plant shall be equipped with a pugmill mixing unit
> meeting the requirements of Method A above to allow mixing of the
> slurry and aggregate prior to entering the dryer or dryer drum.

  -----------------------------------------------------------------------
  Include Subsection 401.12 on all projects with work under Sections 401,
  403, 404, & 405.

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

**401.12 Start-Up and Production Procedures.** [Delete the text and
substitute the following:]{.underline}

**(a) Prepaving procedures.** At least 2 weeks prior to the start of
paving operations, arrange for a pre-paving conference. Coordinate
attendance with the CO and any applicable subcontractors. Be prepared to
discuss and/or submit the following:

> **(1)** Proposed schedule of paving operations.
>
> **(2)** A list of all equipment and personnel to be used in the
> production and construction of the work.
>
> **(3)** A proposed Traffic Control Plan.
>
> **(4)** Discuss Section 153, Contractor Quality Control, minimum
> frequency schedule for process control sampling and testing (to be
> performed by the Contractor).
>
> **(5)** Discuss Subsections 401.12, Start-Up and Production Procedures
> (control strip); 401.13, Placing and Finishing; 401.14, Compacting;
> and 401.16, Pavement Smoothness (profilograph measurements).
>
> **(6)** Discuss Subsection 106.05, Statistical Evaluation of Materials
> for Acceptance, and 401.17, Acceptance.

Provide 7 days notice before beginning production of a hot asphalt
concrete mix.

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

**(b) Control strip procedures.** Construct the control strip using mix
production, lay-down, and compaction procedures intended for the entire
mix. Construct control strips for each plant from which production is
intended. Cease production after construction of the control strip until
the hot asphalt concrete mix and the control strip are evaluated and
accepted, or up to three days.

Take and deliver splits of the control strip samples to a laboratory
designated by the CO. Deliver the samples within 24 hours after
production of the mix. The laboratory will generally be the CO\'s
facility at Building 52 on the Denver Federal Center in Lakewood,
Colorado, but may be at a closer facility. The CO will designate the
laboratory to be used at the preconstruction conference.

> **(1) Mixture properties.** Take three control strip hot asphalt
> concrete mix samples and evaluate according to Subsections 401.17 and
> 106.05. The split samples will be evaluated for asphalt content,
> gradation, Hveem stability, air voids, and other design requirements
> from Table 401-1. The mix is acceptable when the pay factor which
> results from the test strip samples equals or exceeds 0.90.
>
> **(2) Compaction.** Take nuclear density readings behind each roller
> pass to determine the roller pattern necessary to achieve
> specifications without damaging the mix. Correlate the gauge readings
> to core samples. Furnish the nuclear gauge readings, and the
> correlation to cores, to the CO.
>
> At five locations within the control strip, take nuclear gauge
> readings and cut core samples. Evaluate the core samples according to
> Subsections 401.17 and 106.05. The density is acceptable when the pay
> factor which results from the five samples equals or exceeds 0.90.

Repeat the control strip process until an acceptable control strip is
produced. See Subsection 106.05(b) for the disposition of unacceptable
control strips. Acceptable control strips may remain in place and will
be accepted and measured as a part of the completed pavement. Tests used
for evaluation of acceptable control strips 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 control strip 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.

**(c) Production procedures.** When the control strip is accepted full
paving operations may begin. Continue to sample, split, and test
according to section 154. Deliver all splits to the CO.

  -----------------------------------------------------------------------
  For **all 4R projects** add the following paragraph (also include
  detail CM634-50):

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

**401.13 Placing and finishing.** [Delete the fifth paragraph and
substitute the following]{.underline}:

Offset the longitudinal joint of one layer at least 150 millimeters 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.

  -----------------------------------------------------------------------
  **OR** For **all 3R projects** add the following paragraph:

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

**401.13 Placing and finishing.** [Delete the fifth paragraph and
substitute the following]{.underline}:

Offset the longitudinal joint of one layer at least 150 millimeters from
the joint in the layer immediately below. Make the longitudinal joint in
the top layer along the existing striped centerline, as recorded under
Subsection 152.03(o), or at the lane lines of roadways with more than
two lanes.

  -----------------------------------------------------------------------
  Add the following to Subsection 401.13 when the hot mix haul is
  anticipated to be long. Also be sure to include the pay item 40107 for
  "Material Transfer Vehicle".

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

**401.13 Placing and Finishing**. [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.

**401.14 Compacting.** [Add the following sentence at the end of the
first paragraph:]{.underline}

Do not use diesel fuel or other petroleum derivatives as a release agent
with any roller used to compact the asphalt mix.

[Delete the third paragraph and substitute the following:]{.underline}

Monitor the compaction process with nuclear density gauges calibrated to
the control strip compaction test results. Compact to a pavement
specific gravity (density) that is no less than 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 209.

  -----------------------------------------------------------------------
  Include Subsections 401.16 and 401.19 on all projects with either
  asphalt concrete pavements or portland cement concrete pavements that
  are to be measured with a profilograph.

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

**401.16 Pavement Smoothness.** [Delete the text and substitute the
following:]{.underline}

Measure pavement smoothness using the following methods:

**(a) Pavement smoothness (type I) for reconstructed and new roads.**
After final rolling, measure the smoothness of the final paved surface
course before placement of any surface treatment. Measure in the middle
portion of each lane.

Measure the traveled way parallel to the centerline according to FLH T
504 after mainline paving is completed. The Contractor will furnish a
California type profilograph and the CO will direct and observe its
operation. Operate the profilograph in the "mode" such that the plot
produced can be reduced according to FLH T 504. Furnish personnel to
operate the profilograph. Furnish the trace to the CO.

Exclude areas according to FLH T 504 from the profile ride index.
Excluded 0.1 kilometer sections will not be used when determining upper
specification limit (USL) and length for payment determination according
to Subsection 401.19.

A profile ride index will be calculated for each 0.1 kilometer lane of
traveled way using a zero blanking-band. The profile ride index will be
determined according to FLH T 504.

The upper specification limit is 380 millimeters per kilometer for
reconstructed and new roads. Bumps will be located using a 10 millimeter
bump template. Defective areas are:

> **(1)** Bumps in excess of 10 millimeters in 7.62 meters.
>
> **(2)** 0.1 kilometer segments with profile ride index greater than
> 450 millimeters per kilometer.
>
> **(3)** Surfaces with a pay factor less than 0.75 as determined under
> Subsection 106.05.

All pavement surfaces will meet the requirements of (c) below.

**(b) Pavement smoothness (type II) for overlay, recycle with overlay or
milling with overlay projects.** Measure the profile of the existing
surface prior to construction traffic. The existing surface is the
original surface before milling, or recycling. Measure the profile of
the existing travel way parallel to the centerline according to FLH T
504. The existing profile ride index and standard deviation will be used
in formulas at the end of this subsection to determine the upper
specification limit (USL).

Measure the traveled way parallel to the centerline according to FLH T
504 after mainline paving is completed. The Contractor will furnish a
California type profilograph and the CO will direct and observe its
operation. Operate the profilograph in the "mode" such that the plot
produced can be reduced according to FLH T-504. Furnish personnel to
operate the profilograph. Furnish the trace to the CO.

Exclude areas according to FLH T 504 from the profile ride index.
Excluded 0.1 kilometer sections will not be used when determining upper
specification limit (USL) and length for payment determination according
to Subsection 401.19.

Measure the final profile ride index on the final riding surface. The
profile ride index will be calculated for each 0.1 kilometer lane of
traveled way using a zero blanking-band. The profile ride index will be
determined according to FLH T 504.

The minimum calculated upper specification limit is 380 millimeters per
kilometer for overlay, recycle with overlay, or milled with overlay
projects. Bumps will be located using a 10 millimeter bump template.
Defective areas are:

> **(1)** Bumps in excess of 10 millimeters in 7.62 meters.
>
> **(2)** 0.1 kilometer segments with profile ride index greater than
> 1.5 times the calculated upper specification limit using one of the
> formulas below, but not less than 380 millimeters per kilometer.
>
> **(3)** Surfaces with a pay factor less than 0.75 as determined under
> Subsection 106.05.

All pavement surfaces will meet the requirements of (c) below.

The minimum existing profile ride index is never less than 380
millimeters per kilometer for determining the upper specification limit
in the following equations.

> For one-lift placement of the final surface:
>
> ^(1)^USL~1~ = 0.71 \* PRI~0~ + 0.39 \* Sd~0~, but not less than 380
> mm/km
>
> For two-lift placement of the final surface:
>
> ^(1)^USL~2~ = 0.50 \* PRI~0~ + 0.30 \* Sd~0~, but not less than 380
> mm/km
>
> ^(1)^ Round to the nearest whole number.
>
> Where:
>
> USL~1~ = Upper specification limit for one lift (mm/km)
>
> USL~2~ = Upper specification limit for two lifts (mm/km)
>
> PRI~0~ = Existing surface profile ride index (mm/km)
>
> Sd~0~ = Existing surface profile standard deviation
>
> Determined pay factor according to Subsection 106.05.

**(c) Pavement smoothness (type III) using straightedge measurement.**
Use a 3 meter metal straight edge to measure at right angles and
parallel to the centerline. Defective areas are surface deviations in
excess of 6 millimeters in 3 meters between any two contacts of the
straightedge with the surface.

**(d) Defective area correction.** Correct defective areas from (a), (b)
and (c) above. Obtain approval for the proposed method of correction.

Re-measure corrected areas according to (a), (b) and (c) above. The
smoothness pay factor will

be recomputed after measurement.

  -----------------------------------------------------------------------
  Include Subsection 401.17 on all projects with hot asphalt concrete
  pavement.

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

**401.17 Acceptance.**

**(a) Asphalt content.** [Delete the text and substitute the
following:]{.underline}

The upper and lower specification limits are the approved job-mix
formula target value ±0.4 percent. See Table 401-8 for acceptance
quality characteristic category

**(c) Density.** [Delete the text and substitute the
following:]{.underline}

The lower specification limit is 91 percent of the maximum specific
gravity (density) determined according to AASHTO T 209 as part of the
job-mix formula evaluation specified in Subsection 401.03. See Table
401-8 for acceptance quality characteristic category.

**(d) Pavement smoothness.** [Delete the text and substitute the
following:]{.underline}

See Subsection 401.16. The evaluation will be made after all defective
areas are corrected. A sublot is a 0.1 kilometer section of the traveled
way and a lot is the surface course of the entire project. The upper
specification limit is determined according to Subsection 401.16. See
Table 401-8 for acceptance quality characteristic category.

  -----------------------------------------------------------------------
  Include the following only when the Government does the laboratory
  testing.

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

**401.17 Acceptance.** [Add the following:]{.underline}

Provide the solvent used for determining the gradation of paving
aggregate according to the Sampling and Testing Table at the end of this
Section. Use of approved maximum strength biodegradable solvents is
required. Information on the source of supply of approved solvents may
be obtained by contacting the CFLHD Central Materials Laboratory at
(720) 963-3537. Approximately 7 liters of solvent will be required for
each acceptance test of asphalt mixtures. Additional quantities will be
required for equipment calibration and clean up. Do not begin paving
operations until an adequate quantity of the solvent is available.
Provide a copy of the current Material Safety Data Sheet for the
solvent. Remove and dispose of the solvent after use.

  -----------------------------------------------------------------------
  Include Subsections 401.19 and 401.16 on all projects that are to be
  measured with a profilograph.

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

**401.19** [Delete the third paragraph and smoothness formulas and
substitute the following:]{.underline}

When the bid schedule contains a pay item for hot asphalt concrete
pavement type I or II pavement smoothness, a separate adjustment will be
made for pavement smoothness according to the following formula:

> A = 20300(PF - 1.00)(L)
>
> Where:
>
> A = Adjustment to contract payment in dollars for pavement smoothness.
>
> L = Length in lane kilometers of traveled way less excluded areas
> measured in accordance with Subsection 401.16. Measure length to 3
> decimal places.
>
> PF = Pay factor for smoothness with respect to the upper specification
> limit determined according to Subsection 106.05 after completion of
> corrective work.

[Delete Table 401-8 and substitute the following:]{.underline}

**Table 401-8**

**Sampling and Testing**

+-----------+-----------+------+------------+----------+-------------+
| *         | *         | **Ca | **Test     | **Fre    | **Sampling  |
| *Material | *Property | tego | Methods or | quency** | Point**     |
| or**      | or        | ry** | Specif     |          |             |
|           | Charact   |      | ications** |          |             |
| **        | eristic** |      |            |          |             |
| Product** |           |      |            |          |             |
+-----------+-----------+------+------------+----------+-------------+
| Hot       | Asphalt   | I    | FLH T 516, | 1 per    | Behind      |
| asphalt   | content   |      |            | 750 t    | laydown     |
| concrete  |           |      | FLH T 517, |          | machine     |
| pavement  |           |      | AASHTO T   |          | before      |
|           |           |      | 308^(5)^,  |          | rolling     |
|           |           |      | or AASHTO  |          |             |
|           |           |      | T 164      |          |             |
+-----------+-----------+------+------------+----------+-------------+
|           | Grada     | I    | FLH T 514  | 1 per    | Behind      |
|           | tion^(1)^ |      | and AASHTO | 750 t    | laydown     |
|           |           | I    | T 30^(4)^  |          | machine     |
|           | 4.75 mm   |      |            |          | before      |
|           |           | I    |            |          | rolling     |
|           | 600 μm    |      |            |          |             |
|           |           | II   |            |          |             |
|           | 75 μm     |      |            |          |             |
|           |           |      |            |          |             |
|           | Other     |      |            |          |             |
|           | specified |      |            |          |             |
|           | sieves    |      |            |          |             |
+-----------+-----------+------+------------+----------+-------------+
|           | Core      | I    | AASHTO T   | 1 per    | In place    |
|           | den       |      | 166 and    | 750 t    | after       |
|           | sity^(2)^ |      | AASHTO T   |          | compaction  |
|           |           |      | 209        |          |             |
+-----------+-----------+------+------------+----------+-------------+
|           | Smooth    | I    | FLH T 504  | See      | See         |
|           | ness^(3)^ |      |            | Su       | Subsection  |
|           |           |      |            | bsection | 401.16      |
|           |           |      |            | 401.16   |             |
+-----------+-----------+------+------------+----------+-------------+

^(1)^ Use only sieves indicated for the specified gradation.

^(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.

^(3)^ Applies only to an item used as a final surface course constructed
under the contract.

^(4)^ Do not use FLH T 514 if AASHTO T 164 is used to determine asphalt
content.

^(5)^ Modify AASHTO T308, parts 8.2 and 10.2 to allow the use of FLH
515, Moisture Determination Using a Microwave Oven. Use test method A.
Calculate the binder content by weighing the sample before and after the
burn using a calibrated external balance.