+-----------------------------------------------------------------------+
| # DIVISION 400                                                        |
|                                                                       |
| **ASPAHLT PAVEMENTS AND**                                             |
|                                                                       |
| **SURFACE TREATMENTS**                                                |
+-----------------------------------------------------------------------+

## 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 pavement nominal maximum size aggregate
is designated as shown in Tables 401-1 and 703-12. Equivalent single
axle loads (ESAL) or number of gyrations at design (N~Design~) is
designated as shown in Tables 401-1, 703-10, and 703-11. Pavement
smoothness/roughness type is designated as shown in Subsection 401.16.
Asphalt binder is designated as shown in AASHTO M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**401.02** Conform to the following Subsections:

Aggregate 703.17

Antistrip additive 702.08

Asphalt binder 702.01

Mineral filler 725.05

Recycled asphalt pavement 703.19

Recycling agent 702.06

Construction Requirements

**401.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable material requirements and the appropriate design
parameters in Table 401-1 and are capable of being placed and compacted
as specified.

Compact specimens with the gyratory compactive effort specified in Table
401-1 for the specified ESAL or N~Design~.

<table>
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<tbody>
<tr class="odd">
<td rowspan="11"><p>Table 401-1</p>
<p>Superpave Hot Asphalt Concrete Pavement Design Requirements (AASHTO
MP2)</p></td>
<td colspan="3"><p><strong>Minimum Tensile Strength Ratio,
AASHTO</strong></p>
<p><strong>T 283<sup>(2)</sup></strong></p></td>
<td colspan="4">0.80</td>
<td rowspan="11">(1) Include non-liquid antistrip, baghouse fines, and
other mineral matter added to the mixture. Calculate the ratio using
effective asphalt content (calculated by mass of mix).</td>
<td rowspan="11">(2) Prepare specimens in accordance with AASHTO PP
28.</td>
<td rowspan="11">(3) The nominal maximum size is one size greater than
the first sieve to retain more than 10 percent of the combined
aggregate.</td>
<td rowspan="11">(4) When mineral filler or hydrated lime is used,
include in the calculation for compliance with the VMA.</td>
<td rowspan="11">(5) For 3/8-inch nominal maximum size aggregate
mixtures with ≥3 million ESALs, provide a VFA of 73 to 76 percent.</td>
<td rowspan="11">(6) For 1-inch nominal maximum size aggregate mixtures
with &lt; 0.3 million ESALs, provide a VFA ≥ 67 percent.</td>
</tr>
<tr class="even">
<td colspan="3"><strong>Dust-to-Binder Ratio<sup>(1)</sup></strong></td>
<td colspan="4">0.8-1.6</td>
</tr>
<tr class="odd">
<td colspan="3"><p><strong>Voids Filled with Asphalt (VFA),</strong></p>
<p><strong>%<sup>(5) (6)</sup></strong></p></td>
<td>70-80</td>
<td>65-78</td>
<td colspan="2">65-75</td>
</tr>
<tr class="even">
<td rowspan="4"><strong>Minimum Voids-in-the-Mineral Aggregate (VMA),
%<sup>(4)</sup></strong></td>
<td rowspan="4"><strong>Nominal Maximum Size Aggregate
<sup>(3)</sup></strong></td>
<td><strong>3/8 Inch</strong></td>
<td colspan="4">15.0</td>
</tr>
<tr class="odd">
<td><strong>1/2 Inch</strong></td>
<td colspan="4">14.0</td>
</tr>
<tr class="even">
<td><strong>3/4 Inch</strong></td>
<td colspan="4">13.0</td>
</tr>
<tr class="odd">
<td><strong>1 Inch</strong></td>
<td colspan="4">12.0</td>
</tr>
<tr class="even">
<td colspan="2" rowspan="3"><p><strong>Gyratory Compaction
Level</strong></p>
<p><strong>(% Theoretical Maximum Specific Gravity, Gmm) AASHTO PP
28</strong></p></td>
<td><strong>N<sub>Max</sub></strong></td>
<td><p>75</p>
<p>(≤ 98 %)</p></td>
<td><p>115</p>
<p>(≤ 98 %)</p></td>
<td><p>160</p>
<p>(≤ 98 %)</p></td>
<td><p>205</p>
<p>(≤ 98 %)</p></td>
</tr>
<tr class="odd">
<td><strong>N<sub>Design</sub></strong></td>
<td><p>50</p>
<p>(96 %)</p></td>
<td><p>75</p>
<p>(96 %)</p></td>
<td><p>100</p>
<p>(96 %)</p></td>
<td><p>125</p>
<p>(96 %)</p></td>
</tr>
<tr class="even">
<td><strong>N<sub>Initial</sub></strong></td>
<td><p>6</p>
<p>(≤ 91.5 %)</p></td>
<td><p>7</p>
<p>(≤ 90.5 %)</p></td>
<td><p>8</p>
<p>(≤ 89 %)</p></td>
<td><p>9</p>
<p>(≤ 89 %)</p></td>
</tr>
<tr class="odd">
<td colspan="3"><p><strong>Design</strong></p>
<p><strong>ESAL (Million)</strong></p></td>
<td>&lt; 0.3</td>
<td>0.3 to &lt; 3</td>
<td>3 to &lt; 30</td>
<td>≥ 30</td>
</tr>
</tbody>
</table>

The combined aggregate gradation is classified as coarse graded when it
passes below the primary control sieve control point in Table 703-14.
All other gradations are classified as fine graded.

**(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.

**(b) Submission.** Submit written job‑mix formulas with Form FHWA 1641
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 that 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)* Target values:

*(1)* Target value for percent passing each sieve size for the aggregate
blend; and

*(2)* Designate target values within the gradation band specified for
the nominal maximum size aggregate grading shown in Table 703-12.

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

*(c)* Average gradation of each aggregate stockpile.

*(d)* 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)* 800 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.

*(e)* Results of aggregate quality tests for Contractor selected
sources. Include the sand equivalent, fractured faces, Los Angeles
abrasion, sodium sulfate soundness, coarse durability, and fine
durability results from tests performed within 1 year of aggregate use.

**(2) Asphalt binder.**

*(a)* Target asphalt binder content;

*(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)* Material safety data sheets; and

*(e)* Mixing temperature range and minimum compaction temperature for
the performance grade asphalt to be used in the mix.

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

*(a)* 1 pint of liquid antistrip additive or 10 pounds of cement, fly
ash, or lime antistrip additive;

*(b)* Name of product;

*(c)* Manufacturer;

*(d)* Material safety data sheet; and

*(e)* Dosage rate.

**(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
target values plus or minus the following tolerance for each sieve.

  -------------------------------------- --------------------------------
  **Sieve Size**                         **Tolerance, % (±)**

  1 inch                                 3.0

  3/4 inch                               3.0

  1/2 inch                               3.0

  3/8 inch                               3.0

  No. 4                                  3.0

  No. 8                                  3.0

  No. 40                                 2.0

  No. 200                                1.0
  -------------------------------------- --------------------------------

**(2) Voids in mineral aggregate (VMA).** The Contractor's VMA result is
verified if the CO's result is not below the minimum specification
limit.

**(3) Voids filled with asphalt (VFA).** The Contractor's VFA result is
verified if the CO's result is within the specification limits in Table
401-1.

**(4) Air voids (Va).** The Contractor's Va result is verified if the
CO's result at the same design asphalt binder content is within 1.0
percent of the specification value.

**(5) Tensile strength ratio (TSR).** The Contractor's percent retained
strength result is verified if the CO's result is above the minimum
specification value.

**(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.

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

**(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.

**401.05 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; and

**(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.

**401.06 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.

**401.07 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 401-2.

Table 401-2

Asphalt Concrete Mix Placement Temperature

+-------------------------------+-----------+-------------+-----------+
| **Compacted Lift Thickness    | **\< 2    | **2 -- 3    | **\> 3    |
| →**                           | Inches**  | Inches**    | Inches**  |
+-------------------------------+-----------+-------------+-----------+
| **Road Surface Temperature**  | **Minimum |             |           |
|                               | Lay-Down  |             |           |
| **°F**                        | Temperatu |             |           |
|                               | re^(1)^** |             |           |
|                               |           |             |           |
|                               | **°F**    |             |           |
+-------------------------------+-----------+-------------+-----------+
| \< 35                         | \(2\)     | \(2\)       | \(2\)     |
+-------------------------------+-----------+-------------+-----------+
| 35 --39.9                     | \(2\)     | \(2\)       | 280       |
+-------------------------------+-----------+-------------+-----------+
| 40 -- 49.9                    | \(2\)     | 285         | 275       |
+-------------------------------+-----------+-------------+-----------+
| 50 -- 59.9                    | 295       | 280         | 270       |
+-------------------------------+-----------+-------------+-----------+
| 60 -- 69.9                    | 285       | 275         | 265       |
+-------------------------------+-----------+-------------+-----------+
| 70 -- 79.9                    | 280       | 270         | 265       |
+-------------------------------+-----------+-------------+-----------+
| 80 -- 89.9                    | 270       | 265         | 260       |
+-------------------------------+-----------+-------------+-----------+
| ≥ 90                          | 265       | 260         | 255       |
+-------------------------------+-----------+-------------+-----------+

\(1\) Never heat the asphalt concrete mix 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 350 ºF.

If a liquid heat stable antistrip additive is used, meter it into the
asphalt binder transfer lines at a bulk terminal or mixing plant. Inject
the additive for at least 80 percent of the transfer or mixing time to
obtain uniformity.

**401.09 Aggregate Preparation.** If nonliquid antistrip is used, adjust
the aggregate moisture to at least 4 percent by mass of aggregate. Mix
the antistrip uniformly with the aggregate before introducing the
aggregate into the dryer or dryer drum. Mix with the aggregate particles
to produce a uniform mixture. Use calibrated weighing or metering
devices to measure the amount of antistrip and moisture added to the
aggregate.

Treated aggregate may be held in stockpiles before mixing with asphalt,
but the treated aggregate must be used during the same construction
season in which it was produced.

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
aggregate damage and contamination.

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.

**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 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.

**401.12 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; and

**(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 401.17. The
mix is acceptable if all test results are within specification limits
for asphalt content, VMA, VFA; and the calculated pay factor for asphalt
content, gradation, VMA, and VFA 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
401.17. 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.

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.

**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.
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.

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.

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.

**401.14 Compacting.** Thoroughly and uniformly compact the asphalt
surface by rolling. 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 samples from the compacted pavement according
to AASHTO T 230, method B. 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.

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 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).

**401.16 Pavement Smoothness/Roughness.** Measure the
smoothness/roughness of the final paved surface course after final
rolling, within 14 days of completing roadway paving, before placing a
surface treatment, and according to the designated type below. In
addition, construct all pavement surfaces to meet the requirements of
(c) below.

**(a) Profile ride index (PRI).** For type I or II pavement smoothness,
furnish a California type profilograph and personnel to operate the
profilograph. The CO will direct and observe its operation. Operate the
profilograph in the "mode" such that the continuous plot produced can be
reduced according to FLH T 504. Measure in the middle portion of each
lane and exclude areas according to FLH T 504. Measure excluded areas
according to (c) below. Submit the trace to the CO.

A PRI will be calculated for each 0.1-mile lane of traveled way using a
zero blanking-band. The PRI will be determined according to FLH T 504.
Bumps will be located using a 0.4-inch bump template.

**(1) Type I pavement smoothness (PRI measurements for reconstructed and
new roads).** Measure the smoothness of the final paved surface course.
The upper specification limit is 24 inches per mile for reconstructed
and new roads. Defective areas are bumps in excess of 0.4 inches in 25
feet, 0.1-mile profile ride index greater than 28.5 inches per mile, or
surfaces with a pay factor less than 0.75 as determined under Subsection
106.05.

**(2) Type II pavement smoothness (PRI measurements for overlay, recycle
with overlay, or milling with overlay projects).** Before construction
traffic, measure the smoothness of the existing surface. The existing
surface is the original surface before overlaying, recycling, or
milling. The existing profile ride index and standard deviation will be
used to determine the upper specification limit.

For one-lift placement of the final surface:

USL~1~ = 0.71 \* PRI~0~ + 0.39 \* Sd~0~, but not less than 24 inches per
mile

For two-lift placement of the final surface:

USL~2~ = 0.50 \* PRI~0~ + 0.30 \* Sd~0~, but not less than 24 inches per
mile

where:

> USL~1~ = Upper specification limit for one lift rounded to the nearest
> whole number (inches per mile)
>
> USL~2~ = Upper specification limit for two lifts rounded to the
> nearest whole number (inches per mile)
>
> PRI~0~ = Existing surface profile ride index (inches per mile)
>
> Sd~0~ = Existing surface profile standard deviation
>
> Measure the smoothness of the final paved surface course. Defective
> areas are bumps in excess of 0.4 inches in 25 feet, 0.1-mile profile
> ride index greater than 1.5 times the calculated upper specification
> limit, or surfaces with a pay factor less than 0.75 as determined
> under Subsection 106.05.

**(b) International roughness index (IRI).** For type III or IV pavement
roughness, furnish an inertial profiler conforming to AASHTO PP 50 and
validated according to AASHTO PP 51. At least 21 days before use, submit
results showing the inertial profiler conforms to AASHTO PP 51. Furnish
personnel to operate the inertial profiler according to AASHTO PP 52.
The CO will direct and observe its operation. Measure in the middle
portion of each lane. Submit raw data files (\*.ERD) that are compatible
with FHWA Profile Viewer software on a compact disk to the CO.

Areas of localized roughness will be identified using a 25-foot moving
average filter. The difference between the 25-foot moving average and
the reported relative elevation for every profile point will be
determined. Deviations greater than 0.15 inches are areas of localized
roughness.

An IRI value will be determined for each for each 0.1-lane mile of
traveled way. Cattle guards and bridges not being overlayed will be
excluded from the calculation of IRI and determination of localized
roughness. Measure excluded areas according to (c) below.

**(1)** **Type III pavement roughness (IRI measurements for
reconstructed and new roads).** Measure the roughness of the final paved
surface course. Defective areas are 0.1-mile segments with IRI values
greater than 95 inches per mile or areas of localized roughness.

The pay adjustment factor for each 0.1-mile segment will be determined
from Table 401-3.

+----------------------------+-----------------------------------------+
| **Table 401-3**            |                                         |
|                            |                                         |
| **Type III Pavement        |                                         |
| Roughness**                |                                         |
+----------------------------+-----------------------------------------+
| **IRI (inches per mile)**  | **Pay Adjustment Factor (PAF)**         |
+----------------------------+-----------------------------------------+
| Less than 30.0             | PAF = 12.500                            |
+----------------------------+-----------------------------------------+
| 30.0 to 59.9               | PAF = 25 -- 0.4167 (IRI)                |
+----------------------------+-----------------------------------------+
| 60.0 to 65.0               | PAF = 0.00                              |
+----------------------------+-----------------------------------------+
| 65.1 to 95.0               | PAF = 81.25 -- 1.25 (IRI)               |
+----------------------------+-----------------------------------------+
| Greater than 95.0          | Rejected ^(1)^                          |
+----------------------------+-----------------------------------------+

\(1\) Pay adjustment factor when corrections are not allowed equals
minus 37.50.

**(2) Type IV pavement roughness (IRI measurements for overlay, recycle
with overlay, or milling with overlay projects).** Before construction
traffic, measure the roughness of the existing surface. The existing
surface is the original surface before overlaying, recycling, or
milling. The existing IRI will be used to determine the percent
improvement for each 0.1-mile segment.

Measure the roughness of the final paved surface course. Defective areas
are areas of localized roughness or 0.1-mile segments having a percent
improvement less than 0.9 or 25.4 as determined from Table 401-4.

The percent improvement in IRI will be determined to one decimal place
for each 0.1-mile segment according to the following formula:

\% Improvement = \[(Original IRI -- Final IRI) / Original IRI\] \* 100

The pay adjustment factor (computed to two decimal points) for each
0.1-mile segment will be determined from Table 401-4.

+-------------+--------------------+-------------+--------------------+
| Table 401-4 |                    |             |                    |
|             |                    |             |                    |
| **Type IV   |                    |             |                    |
| Pavement    |                    |             |                    |
| Roughness** |                    |             |                    |
+-------------+--------------------+-------------+--------------------+
| **Single    | **Pay Adjustment** | *           | **Pay Adjustment   |
| Lift        |                    | *Multi-Lift | Factor ^(2)^**     |
| ^(1)^**     | **Factor ^(1)^**   | ^(2)^       |                    |
|             |                    | Percent     |                    |
| **Percent   |                    | Im          |                    |
| Im          |                    | provement** |                    |
| provement** |                    |             |                    |
|             |                    | **^(%)^**   |                    |
| **^(%)^**   |                    |             |                    |
+-------------+--------------------+-------------+--------------------+
| Greater     | PAF = 12.50        | Greater     | PAF = 12.50        |
| than 48.4   |                    | than 61.1   |                    |
+-------------+--------------------+-------------+--------------------+
| 24.8 to     | PAF = 0.5274(%) -- | 43.3 to     | PAF = 0.6983(%) -- |
| 48.4        | 13.027             | 61.1        | 30.168             |
+-------------+--------------------+-------------+--------------------+
| 12.4 to     | PAF = 0.00         | 34.0 to     | PAF = 0.00         |
| 24.7        |                    | 43.2        |                    |
+-------------+--------------------+-------------+--------------------+
| 0.9 to 12.3 | PAF = 13.209(%) -- | 25.4 to     | PAF = 4.3605(%) -- |
|             | 40.435             | 33.9        | 148.260            |
+-------------+--------------------+-------------+--------------------+
| Less than   | Reject ^(3)^       | Less than   | Reject ^(3)^       |
| 0.9         |                    | 25.4        |                    |
+-------------+--------------------+-------------+--------------------+

\(1\) For single lift overlays with no other corrective work such as
milling, grinding or preleveling in excess of 25 percent of the surface
area the of existing pavement.

\(2\) For multiple lift operations such as milling, grinding or
preleveling followed by one or more lifts of pavement or two or more
lifts of pavement without milling, grinding or preleveling.

\(3\) Pay adjustment factor when corrections are not allowed equals
minus 37.5.

**(c) Type V pavement smoothness/roughness (straightedge measurement).**
Use a 10-foot metal straight edge to measure at right angles and
parallel to the centerline. Defective areas are surface deviations in
excess of 1/4 inch in 10 feet 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. If no corrections are allowed, no adjustment will be made to
the pay adjustment factors.

Re-measure corrected areas according to the specified type of pavement
smoothness/roughness. The smoothness/roughness value obtained will
replace the original.

**401.17 Acceptance.** 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, 702.09, and
Table 401-5.

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

Asphalt content, VMA, density, and type I and II pavement smoothness
will be evaluated under Subsection 106.05. Type III and IV pavement
roughness, VFA, and aggregate gradation will be evaluated under
Subsection 106.04. Other aggregate quality properties will be evaluated
under Subsections 106.02 and 106.04. See Table 401-6 for sampling and
testing requirements and the acceptance quality characteristic category.

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

**(b) VMA.** The lower specification limit is the value shown in Table
401-1.

**(c) Density.** The lower specification limit is 91 percent of the
maximum specific gravity (density) determined according to AASHTO T 166
and T 209. The percent compaction using the maximum specific gravity
(AASHTO T 209) will be determined from at least one production sample
per day.

**(d) Pavement smoothness/roughness.** The evaluation will be made after
all defective areas are corrected. See Subsection 401.16.

**(e) VFA.** The upper and lower specification limits are the values
shown in Table 401‑1.

**(f) 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 703-13.

Measurement

**401.18** Measure the Section 401 items listed in the bid schedule
according to Subsection 109.02.

Payment

**401.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 401 pay items listed in the bid
schedule except the Superpave hot asphalt concrete pavement contract
unit bid price will be adjusted according to Subsections 106.05 and
401.16. 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 calculated as follows:

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

where:

A1 = Material pay factor

PF~Superpave~=Pay factor for Superpave hot asphalt concrete pavement.
PF~Superpave~ is the lowest single pay factor determined for asphalt
binder content, core density, and VMA.

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 401-5. 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 asphalt binder (PF~PG~) or the pay factor
for Superpave hot asphalt concrete pavement (PF~Superpave~) is below
0.75, then the lot for Superpave hot asphalt concrete pavement is in
reject.

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:

A2 = 32,700(PF~smooth~ -- 1.00)(L)

where:

A2 = Adjustment to contract payment in dollars for pavement smoothness.

L = Total project length in lane miles of traveled way including
excluded areas. Measure project length to 3 decimal places.

PF~smooth~ = Pay factor for smoothness with respect to the upper
specification limit determined according to Subsection 401.16 and 106.05
after completion of corrective work.

When the bid schedule contains a pay item for Superpave hot asphalt
concrete pavement, type III or IV pavement roughness, a separate pay
adjustment will be made. The dollar amount of the adjustment will be
determined by summing the pay adjustment factors determined in
Subsection 401.16 for each 0.1-mile and multiplying that sum by the
contract unit bid price.

<table>
<colgroup>
<col style="width: 11%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="8"><p>Table 401-5</p>
<p>Asphalt Binder Pay Factor Table</p></td>
<td rowspan="6"><strong>Pay Factor =</strong></td>
<td><strong>Reject</strong></td>
<td rowspan="4">&gt; 3.0 Pa-s = Pay Factor 0.95</td>
<td>&lt; 0.50</td>
<td rowspan="8"><strong>Tests after Rolling Thin Film Oven
(RTFO)</strong></td>
<td>&gt; 1.276</td>
<td>&lt; 1.048</td>
<td rowspan="8"><strong>Tests on Pressure Aging Vessel
(PAV)</strong></td>
<td>&gt; 5,867</td>
<td>&gt; 450</td>
<td>&lt; 0.261</td>
<td>&lt; 0.56</td>
</tr>
<tr class="even">
<td><strong>0.75</strong></td>
<td>0.70 to 0.50</td>
<td>1.185 to 1.276</td>
<td>1.431 to 1.048</td>
<td>5,579 to 5,867</td>
<td>389 to 450</td>
<td>0.273 to 0.261</td>
<td>0.70 to 0.56</td>
</tr>
<tr class="odd">
<td><strong>0.90</strong></td>
<td>0.87 to 0.71</td>
<td>1.093 to 1.184</td>
<td>1.815 to 1.432</td>
<td>5,290 to 5,578</td>
<td>339 to 388</td>
<td>0.286 to 0.274</td>
<td>0.85 to 0.71</td>
</tr>
<tr class="even">
<td><strong>0.95</strong></td>
<td>0.99 to 0.88</td>
<td>1.001 to 1.092</td>
<td>2.199 to 1.816</td>
<td>5,001 to 5,289</td>
<td>301 to 338</td>
<td>0.299 to 0.287</td>
<td>0.99 to 0.86</td>
</tr>
<tr class="odd">
<td><strong>1.00</strong></td>
<td>≤ 3.0 Pa-s</td>
<td>1.00 to 1.11</td>
<td>0.093 to 1.000</td>
<td>2.583 to 2.200</td>
<td>4,712 to 5,000</td>
<td>263 to 300</td>
<td>0.312 to 0.300</td>
<td>1.13 to 1.00</td>
</tr>
<tr class="even">
<td><strong>1.05</strong></td>
<td>N/A</td>
<td>≥ 1.12</td>
<td>≤ 0.092</td>
<td>≥ 2.584</td>
<td>≤ 4,711</td>
<td>≤ 262</td>
<td>≥ 0.313</td>
<td>≥ 1.14</td>
</tr>
<tr class="odd">
<td colspan="2"><p><strong>Specifications</strong></p>
<p><strong>(See 702.01)</strong></p></td>
<td>≤ 3.0 Pa-s</td>
<td>≥ 1.00</td>
<td>≤ 1.00</td>
<td>≥ 2.20</td>
<td>≤ 5,000</td>
<td>≤ 300</td>
<td>≥ 0.300</td>
<td>≥ 1.00</td>
</tr>
<tr class="even">
<td colspan="2"><strong>Tests on Original</strong></td>
<td>Rotational Viscosity</td>
<td>Dynamic Shear Rhoemeter, kPa</td>
<td>Mass Loss, %</td>
<td>Dynamic Shear Rheometer, kPa</td>
<td>Dynamic Shear Rheometer, kPa</td>
<td>Bending Beam Rheometer, s, MPa</td>
<td>Bending Beam Rheometer, m</td>
<td>Direct Tension, %</td>
</tr>
</tbody>
</table>

<table style="width:100%;">
<colgroup>
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 13%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 11%" />
<col style="width: 7%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 7%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>Before producing</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>28 days before producing</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>Source of materials</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Stockpiles</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td><p>1 per type &amp;</p>
<p>source of material</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td><p>1 per submitted</p>
<p>mix design</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td><p>AASHTO T 304,</p>
<p>method A</p></td>
<td><p>AASHTO T 176,</p>
<p>alternate method no. 2,</p>
<p>reference method</p></td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>AASHTO PP 28</td>
<td>“ </td>
<td>“</td>
<td>AASHTO T 283</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>LA abrasion (coarse)</td>
<td><p>Sodium sulfate soundness loss</p>
<p>(coarse &amp; fine)</p></td>
<td>Fine aggregate angularity</td>
<td>Sand equivalent</td>
<td>Gradation</td>
<td>VMA</td>
<td>VFA</td>
<td>Voids</td>
<td>TSR</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04 &amp; 105)</p></td>
<td colspan="5"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04)</p></td>
</tr>
<tr class="odd">
<td><p><strong>Material or</strong></p>
<p><strong>Product</strong></p></td>
<td colspan="4">Aggregate source quality</td>
<td colspan="5"><p>Asphalt concrete</p>
<p>(mix design)</p></td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 7%" />
<col style="width: 13%" />
<col style="width: 7%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 4%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 9%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6 (continued)</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td colspan="2">—</td>
<td><p>Upon</p>
<p>completing</p>
<p>test</p></td>
<td>4 hours</td>
<td colspan="4"></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>24 hours</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td colspan="2"><p>2 – 1-quart</p>
<p>samples</p></td>
<td>—</td>
<td>Yes</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Cores to CO after determining specific gravity &amp; compaction</td>
<td>Yes</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td colspan="2">In line between tank &amp; mixing plant</td>
<td><p>Hauling vehicle</p>
<p>before dumping or windrow</p>
<p>before picking up</p></td>
<td>Behind paver before compacting</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>In-place after compacting</td>
<td>Behind paver before compacting</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>1 per submitted source &amp; mix design</td>
<td>1 per 2100 t of mix, but not less than 5 samples</td>
<td>First load &amp; as determined by the CO thereafter</td>
<td>3 minimum</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>5 minimum</td>
<td>3 minimum</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>Subsection 702.01</td>
<td></td>
<td>—</td>
<td><p>AASHTO T 308</p>
<p>&amp; T 30</p></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>AASHTO T 308</td>
<td>AASHTO PP 28</td>
<td>“</td>
<td>AASHTO T 166</td>
<td>AASHTO T 209</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td></td>
<td>—</td>
<td></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Quality</td>
<td></td>
<td>Mix temperature</td>
<td>Gradation</td>
<td>No. 4</td>
<td>No. 30</td>
<td>No. 200</td>
<td>Other specified sieves</td>
<td>Asphalt content</td>
<td>VMA</td>
<td>VFA</td>
<td>Core density<sup>(1)</sup></td>
<td><p>Maximum</p>
<p>specific gravity (density)</p></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="2"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04)</p></td>
<td><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td colspan="9"><p>Statistical</p>
<p>(106.05)</p></td>
<td><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="2">Asphalt binder</td>
<td>Asphalt concrete mixture (all)</td>
<td colspan="10"><p>Hot asphalt</p>
<p>concrete pavement</p>
<p>(control strip)</p></td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 10%" />
<col style="width: 9%" />
<col style="width: 5%" />
<col style="width: 12%" />
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 11%" />
<col style="width: 12%" />
<col style="width: 4%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 401-6 (continued)</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>4 hours</td>
<td>“</td>
<td>24 hours</td>
<td>4 hours</td>
<td>“</td>
<td>“</td>
<td>14 days after final paving</td>
<td rowspan="9"></td>
<td rowspan="9"></td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes</td>
<td>“</td>
<td>Cores to CO after determining specific gravity</td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>__</td>
</tr>
<tr class="odd">
<td><p><strong>Point of</strong></p>
<p><strong>Sampling</strong></p></td>
<td><p>Behind paver</p>
<p>before compacting</p></td>
<td>“</td>
<td>In-place</td>
<td><p>Behind paver</p>
<p>before compacting</p></td>
<td>“</td>
<td>“</td>
<td><p>See Subsection</p>
<p>401.16</p></td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td>1 per 700 tons</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>At least 1 per day</td>
<td><p>See Subsection</p>
<p>401.16</p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 308</td>
<td>AASHTO PP 28</td>
<td>AASHTO T 166</td>
<td>AASHTO PP 28</td>
<td><p>AASHTO T 308</p>
<p>&amp; T 30</p></td>
<td>AASHTO T 209</td>
<td>FLH T 504</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>I</td>
<td>I</td>
<td>I</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Asphalt content</td>
<td>VMA</td>
<td>Core density<sup>(1)</sup></td>
<td>VFA</td>
<td>Gradation</td>
<td><p>Maximum</p>
<p>specific gravity</p>
<p>(density)</p></td>
<td><p>Type I &amp; II</p>
<p>smoothness</p></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3"><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="3"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="6"><p>Hot asphalt</p>
<p>concrete pavement (production)</p></td>
<td><p>Hot asphalt</p>
<p>concrete pavement</p>
<p>(final surface)</p></td>
</tr>
</tbody>
</table>

+--------------+--------------+-------------------+-------------------+
| Table 401-6  | **Reporting  | 14 days after     | \(1\) Cut core    |
| (continued)  | Time**       |                   | sample from the   |
|              |              | final paving      | compacted         |
| Sampling and |              |                   | pavement          |
| Testing      |              |                   | according to      |
| Requirements |              |                   | AASHTO T 230,     |
|              |              |                   | method B. Fill    |
|              |              |                   | and compact the   |
|              |              |                   | sample holes with |
|              |              |                   | asphalt concrete  |
|              |              |                   | mixture.          |
|              |              |                   |                   |
|              |              |                   | Cores shall be 6  |
|              |              |                   | inches in         |
|              |              |                   | diameter. Perform |
|              |              |                   | specific gravity  |
|              |              |                   | and thickness     |
|              |              |                   | tests on cores    |
|              |              |                   | and deliver to CO |
|              |              |                   | after testing is  |
|              |              |                   | completed. Label  |
|              |              |                   | cores and protect |
|              |              |                   | from damage due   |
|              |              |                   | to handling or    |
|              |              |                   | alteration due to |
|              |              |                   | temperature       |
|              |              |                   | during storage or |
|              |              |                   | transfer.         |
+--------------+--------------+-------------------+-------------------+
|              | **Split**    | ---               |                   |
|              |              |                   |                   |
|              | **Sample**   |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Point of** | See Subsection    |                   |
|              |              |                   |                   |
|              | **Sampling** | 401.16            |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Sampling** | See Subsection    |                   |
|              |              |                   |                   |
|              | *            | 401.16            |                   |
|              | *Frequency** |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Test       | AASHTO PP 50,     |                   |
|              | Methods      |                   |                   |
|              | Spec         | PP 51, & PP 52    |                   |
|              | ifications** |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Category** | ---               |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Char       | Type III & IV     |                   |
|              | acteristic** |                   |                   |
|              |              | roughness         |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Type of    | Measured and      |                   |
|              | Acceptance   | tested            |                   |
|              | (S           |                   |                   |
|              | ubsection)** | for conformance   |                   |
|              |              | (106.04)          |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Material   | Hot asphalt       |                   |
|              | or Product** |                   |                   |
|              |              | concrete pavement |                   |
|              |              |                   |                   |
|              |              | (final surface)   |                   |
+--------------+--------------+-------------------+-------------------+

## Section 402. --- HOT ASPHALT CONCRETE PAVEMENT BY HVEEM OR MARSHALL MIX DESIGN METHOD

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
smoothness/roughness type is designated as shown in Subsection 401.16.
Asphalt binder is designated as shown in AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

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 material requirements, appropriate design parameters
in Table 402-1, and are capable of being placed and compacted as
specified.

**(a) Recycled asphalt pavement use.** See Subsection 401.03(a).

**(b) Submission.** Submit written job-mix formulas with Form FHWA 1607
(Hveem) or Form FHWA 1608 (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:

Table 402-1

Asphalt Concrete Mix Requirements

+----------------------------------+-----------+-----------+----------+
| **Design Parameters^(1)^**       | **Class   |           |          |
|                                  | of Mix**  |           |          |
+----------------------------------+-----------+-----------+----------+
|                                  | **A**     | **B**     | **C**    |
+----------------------------------+-----------+-----------+----------+
| **(a) Hveem** (AASHTO T 246 and  |           |           |          |
| T 247)                           |           |           |          |
+----------------------------------+-----------+-----------+----------+
| \(1\) Stabilometer, minimum      | 37        | 35        | 30       |
+----------------------------------+-----------+-----------+----------+
| \(2\) Percent air voids          | 3.0--5.0  | 3.0-5.0   | 3.0-5.0  |
+----------------------------------+-----------+-----------+----------+
| \(3\) Voids in mineral           | See Table |           |          |
| aggregate, min. %                | 402-2     |           |          |
+----------------------------------+-----------+-----------+----------+
| **(b) Marshall** (AASHTO T 245)  |           |           |          |
+----------------------------------+-----------+-----------+----------+
| \(1\) Stability, pounds min.     | 1,800     | 1,200     | 1,000    |
+----------------------------------+-----------+-----------+----------+
| \(2\) Flow, 0.01 inches          | 8-14      | 8-16      | 8-20     |
+----------------------------------+-----------+-----------+----------+
| \(3\) Percent air voids          | 3.0-5.0   | 3.0-5.0   | 3.0-5.0  |
+----------------------------------+-----------+-----------+----------+
| \(4\) Voids in mineral           | See Table |           |          |
| aggregate, min. %                | 402-2     |           |          |
+----------------------------------+-----------+-----------+----------+
| \(5\) Compaction, number of      | 75        | 50        | 50       |
| blows each end of test specimen  |           |           |          |
+----------------------------------+-----------+-----------+----------+
| **(c) Immersion -- Compression** |           |           |          |
| (AASHTO T 165 and T 167)         |           |           |          |
+----------------------------------+-----------+-----------+----------+
| > \(1\) Compressive strength,    | 300       | 250       | 200      |
| > pounds per square inch         |           |           |          |
| >                                |           |           |          |
| > min. (dry)                     |           |           |          |
+----------------------------------+-----------+-----------+----------+
| > \(2\) Retained strength,       | 70        | 70        | 70       |
| >                                |           |           |          |
| > min. %                         |           |           |          |
+----------------------------------+-----------+-----------+----------+
| **(d) Dust-asphalt ratio^(2)^**  | 0.8-1.6   | 0.8-1.6   | 0.8-1.6  |
+----------------------------------+-----------+-----------+----------+

\(1\) 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.

\(2\) Dust-asphalt ratio is defined as the percent of material including
nonliquid antistrip and mineral filler passing the No. 200 sieve divided
by the percent of effective asphalt (calculated by mass of mix).

+--------------------+---+-------------------------+---+----------------------+
| **Table 402-2**    |   |                         |   |                      |
|                    |   |                         |   |                      |
| Voids in Mineral   |   |                         |   |                      |
| Aggregate (VMA)    |   |                         |   |                      |
|                    |   |                         |   |                      |
| **Marshall or      |   |                         |   |                      |
| Hveem Mix Design** |   |                         |   |                      |
+--------------------+---+-------------------------+---+----------------------+
| **Sieve            | * |                         |   |                      |
| Size^(1)^**        | * |                         |   |                      |
|                    | M |                         |   |                      |
|                    | i |                         |   |                      |
|                    | n |                         |   |                      |
|                    | i |                         |   |                      |
|                    | m |                         |   |                      |
|                    | u |                         |   |                      |
|                    | m |                         |   |                      |
|                    | V |                         |   |                      |
|                    | o |                         |   |                      |
|                    | i |                         |   |                      |
|                    | d |                         |   |                      |
|                    | s |                         |   |                      |
|                    | ^ |                         |   |                      |
|                    | ( |                         |   |                      |
|                    | 2 |                         |   |                      |
|                    | ) |                         |   |                      |
|                    | ( |                         |   |                      |
|                    | 3 |                         |   |                      |
|                    | ) |                         |   |                      |
|                    | ^ |                         |   |                      |
|                    | * |                         |   |                      |
|                    | * |                         |   |                      |
|                    |   |                         |   |                      |
|                    | * |                         |   |                      |
|                    | * |                         |   |                      |
|                    | P |                         |   |                      |
|                    | e |                         |   |                      |
|                    | r |                         |   |                      |
|                    | c |                         |   |                      |
|                    | e |                         |   |                      |
|                    | n |                         |   |                      |
|                    | t |                         |   |                      |
|                    | * |                         |   |                      |
|                    | * |                         |   |                      |
+--------------------+---+-------------------------+---+----------------------+
|                    |   | **Marshall**            |   | **Hveem**            |
+--------------------+---+-------------------------+---+----------------------+
| No. 4              | 1 |                         | 1 |                      |
|                    | 8 |                         | 6 |                      |
|                    | . |                         | . |                      |
|                    | 0 |                         | 0 |                      |
+--------------------+---+-------------------------+---+----------------------+
| 3/8 inch           | 1 |                         | 1 |                      |
|                    | 6 |                         | 4 |                      |
|                    | . |                         | . |                      |
|                    | 0 |                         | 0 |                      |
+--------------------+---+-------------------------+---+----------------------+
| 1/2 inch           | 1 |                         | 1 |                      |
|                    | 5 |                         | 3 |                      |
|                    | . |                         | . |                      |
|                    | 0 |                         | 0 |                      |
+--------------------+---+-------------------------+---+----------------------+
| 3/4 inch           | 1 |                         | 1 |                      |
|                    | 4 |                         | 2 |                      |
|                    | . |                         | . |                      |
|                    | 0 |                         | 0 |                      |
+--------------------+---+-------------------------+---+----------------------+
| 1 inch             | 1 |                         | 1 |                      |
|                    | 3 |                         | 1 |                      |
|                    | . |                         | . |                      |
|                    | 0 |                         | 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 *AI Manual Series No. 2 (MS-2).*

\(3\) When a mineral filler or nonliquid antistrip is used, include the
percentage specified in the calculation for compliance with the VMA.

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

*(a) Target values:*

*(1)* Target value for percent passing each sieve size for the aggregate
blend; and

*(2)* Designate target values within the gradation band specified for
the grading designation shown in Table 703-4.

*(b) Aggregate sources*. See Subsection 401.03(b)(1)(*b*).

*(c) Stockpile gradations*. See Subsection 401.03(b)(1)(*c*).

*(d) Representative samples*. See Subsection 401.03(b)(1)*(d).*

*(e)* *Results of aggregate quality tests for contractor selected
sources*. See Subsection 401.03(b)(1)*(e).*

**(2) Asphalt binder.** See Subsection 401.03(b)(2).

**(3) Antistrip additives.** See Subsection 401.03(b)(3).

**(4) Recycled asphalt pavement material.** See Subsection 401.03(b)(4).

**(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.** See Subsection 401.03(c)(1).

**(2) Hveem stabilometer.** The Contractor's design stabilometer value
at the contractor's selected design asphalt content is verified if it
meets or exceeds the specification limit and differs from the CO's
result by no more than six points and the average of the Contractor\'s
results and the CO\'s results meets or exceeds the minimum contract
specification.

**(3) Hveem air void content.** The Contractor's design air void content
is verified if it meets the contract specification of 3.0 to 5.0 percent
and differs from the CO's result by no more than 2.0 percent, and the
CO's result does not exceed the specification limits by more than 0.5
percent.

**(4) Voids in mineral aggregate (VMA).** See Subsection 401.03(c)(2).

**(5) Immersion-compression.** The Contractor's dry strength result is
verified if the CO's result is above the minimum contract specification,
or the average of the Contractor's and the CO's result is above the
minimum contract specification and the two values differ by no more than
50 pounds per square inch. The Contractor's percent retained strength
result is verified if the CO's result is above the minimum contract
specification.

**(6) Marshall air voids, stability, and flow.** The Contractor's
results are verified if they meet the contract specifications in Table
402-1.

**(d) Changes and resubmissions.** See Subsection 401.03(d).

**(e) Acceptance.** See Subsection 401.03(e).

**402.04 Mixing Plant.** See Subsection 401.04.

**402.05 Pavers.** See Subsection 401.05.

**402.06 Surface Preparation.** See Subsection 401.06.

**402.07 Weather Limitations.** See Subsection 401.07.

**402.08 Asphalt Preparation.** See Subsection 401.08.

**402.09 Aggregate Preparation.** See Subsection 401.09.

**402.10 Mixing.** See Subsection 401.10.

**402.11 Hauling.** See Subsection 401.11.

**402.12 Production Start-up Procedures.** See Subsection 401.12.

**(a) Pre-paving conference.** See Subsection 401.12(a).

**(b) Control Strip.** See Subsection 401.12(b).

**(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 the calculated pay factor for asphalt content and
aggregate gradation is 0.90 or greater.

**(2) Compaction.** See Subsection 401.12(b)(2).

**402.13 Placing and Finishing.** See Subsection 401.13.

**402.14 Compacting.** See Subsection 401.14.

**402.15 Joints, Trimming Edges, and Cleanup.** See Subsection 401.15.

**402.16 Pavement Smoothness/Roughness.** See Subsection 401.16.

**402.17 Acceptance.** See Table 402-3 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 106.03(a), 106.04,
and 702.09.

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 I and II
pavement smoothness will be evaluated under Subsection 106.05. Type III
and IV pavement roughness and 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 402-3 for the
acceptance quality characteristics category.

**(c) 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
402.03.

**(d) Pavement smoothness/roughness.** The evaluation will be made after
all defective areas are corrected. See Subsection 401.16.

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 and 401.16.
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 the lowest single pay factor
determined for asphalt content, specific gravity (density), or any
individual sieve of the aggregate gradation.

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 = 32,700(PF~smooth~ -- 1.00)(L)

where:

A = Adjustment to contract payment in dollars for pavement smoothness.

L = Total project length in lane miles of traveled way including
excluded areas. Measure project length to 3 decimal places.

PF~smooth~ = Pay factor for smoothness with respect to the upper
specification limit determined according to Subsection 401.16 and 106.05
after completion of corrective work.

When the bid schedule contains a pay item for hot asphalt concrete
pavement, type III or IV pavement roughness, a separate pay adjustment
will be made. The dollar amount of the adjustment will be determined by
summing the pay adjustment factors determined in Subsection 401.16 for
each 0.1-mile and multiplying that sum by the contract unit bid price.

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 3%" />
<col style="width: 6%" />
<col style="width: 11%" />
<col style="width: 8%" />
<col style="width: 3%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before</p>
<p>producing</p></td>
<td>“</td>
<td>“</td>
<td>28 days before producing</td>
<td>“</td>
<td>“</td>
<td>End of shift</td>
<td>“</td>
<td>“</td>
<td>21 days before approval of job-mix formula</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>“</td>
<td>“</td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td><p>Source of</p>
<p>material</p></td>
<td>“</td>
<td>“</td>
<td>Stockpiles</td>
<td>“</td>
<td>“</td>
<td>Flowing aggregate stream (bin or belt discharge) or off of conveyor
belt</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td><p>1 per type &amp;</p>
<p>source of material</p></td>
<td>“</td>
<td>“</td>
<td><p>1 per submitted</p>
<p>mix design</p></td>
<td>“</td>
<td>“</td>
<td>1 per 6 hours of production but not less than 2 per day</td>
<td><p>1 per type &amp; source</p>
<p>of material</p></td>
<td>“</td>
<td><p>1 per</p>
<p>aggregate stockpile</p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td>AASHTO T 176, alternate method no. 2, reference method</td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>AASHTO T 209</td>
<td><p>AASHTO T 165</p>
<p>&amp; T 167</p></td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>AASHTO T 176, alternate method no. 2, reference method,</td>
<td>ASTM 5821</td>
<td>Subsection 401.03</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>LA abrasion (coarse)</td>
<td>Sodium sulfate soundness loss (coarse &amp; fine)</td>
<td>Sand equivalent</td>
<td>Gradation</td>
<td>Voids</td>
<td>Moisture susceptibility (Immersion Compression)</td>
<td>Gradation</td>
<td>Sand equivalent</td>
<td>Fractured faces</td>
<td>Sample for job-mix formula verification</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td colspan="3"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td colspan="4"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="3">Aggregate source quality</td>
<td colspan="3"><p>Asphalt concrete</p>
<p>(mix design)</p></td>
<td colspan="4">Aggregates (production)</td>
</tr>
</tbody>
</table>

<table>
<colgroup>
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 10%" />
<col style="width: 8%" />
<col style="width: 12%" />
<col style="width: 10%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 3%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 5%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3 (continued)</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td colspan="2">—</td>
<td><p>Upon</p>
<p>completing</p>
<p>test</p></td>
<td>4 hours</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td colspan="2"><p>2 – 1-quart</p>
<p>samples provided to the government</p></td>
<td>—</td>
<td>Yes</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td colspan="2">In line between tank &amp; mixing plant</td>
<td>Hauling vehicle before dumping or windrow before picking up</td>
<td>Behind paver before compacting</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td><p>1 per submitted source</p>
<p>&amp; mix design</p></td>
<td><p>1 per 2100 t of mix but not less than</p>
<p>5 samples</p></td>
<td><p>First load &amp; as determined by the</p>
<p>CO thereafter</p></td>
<td>3 minimum</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td colspan="2">Subsection 702.01</td>
<td>—</td>
<td><p>AASHTO T 308,</p>
<p>T 30, &amp; T 110</p></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td>AASHTO T 308</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td colspan="2">—</td>
<td>—</td>
<td></td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>II</td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td colspan="2">Quality</td>
<td>Mix temperature</td>
<td>Gradation</td>
<td>1/2 inch</td>
<td>3/8 inch</td>
<td>No. 4</td>
<td>No. 8</td>
<td>No. 40</td>
<td>No. 200</td>
<td>Other specified sieves</td>
<td><p>Asphalt</p>
<p>content</p></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="2"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td><p>Measured and tested</p>
<p>for conformance (106.04) &amp;</p>
<p>Section 105</p></td>
<td colspan="9"><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td colspan="2">Asphalt binder</td>
<td><p>Asphalt concrete mixture</p>
<p>(all)</p></td>
<td colspan="9"><p>Hot asphalt</p>
<p>concrete pavement</p>
<p>(control strip)</p></td>
</tr>
</tbody>
</table>

<table style="width:100%;">
<colgroup>
<col style="width: 8%" />
<col style="width: 9%" />
<col style="width: 14%" />
<col style="width: 11%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 4%" />
<col style="width: 6%" />
<col style="width: 5%" />
<col style="width: 12%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 402-3 (continued)</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td>—</td>
<td>4 hours</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>24 hours</td>
<td>14 days after final paving</td>
</tr>
<tr class="even">
<td><strong>Split Sample</strong></td>
<td>Cores to CO after determining specific gravity &amp; compaction</td>
<td>Yes</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>Cores to CO after determining specific gravity</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td>In-place</td>
<td><p>Behind paver</p>
<p>before compacting</p></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>In-place</td>
<td>See Subsection 401.16</td>
</tr>
<tr class="even">
<td><strong>Sampling Frequency</strong></td>
<td>At least 5 samples per control strip</td>
<td>1 per 700 tons</td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td><p>See Subsection</p>
<p>401.16</p></td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td><p>AASHTO T 166 &amp;</p>
<p>T 209</p></td>
<td><p>AASHTO T 308,</p>
<p>T 30, &amp; T 110</p></td>
<td></td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td>“</td>
<td></td>
<td><p>AASHTO T 166 &amp;</p>
<p>T 209</p></td>
<td>FLH T 504</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>I</td>
<td></td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>II</td>
<td>I</td>
<td>I</td>
<td>I</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Core density<sup>(1)</sup></td>
<td>Gradation</td>
<td>1/2 inch</td>
<td>3/8 inch</td>
<td>No. 4</td>
<td>No. 8</td>
<td>No. 40</td>
<td>No. 200</td>
<td>Other specified sieves</td>
<td>Asphalt content</td>
<td>Core density<sup>(1)</sup></td>
<td><p>Type I &amp; II</p>
<p>smoothness</p></td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="10"><p>Statistical</p>
<p>(106.05)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
</tr>
<tr class="odd">
<td><strong>Material or Product</strong></td>
<td><p>Hot asphalt</p>
<p>concrete pavement (control strip)</p></td>
<td colspan="10"><p>Hot asphalt</p>
<p>concrete pavement (production)</p></td>
<td><p>Hot asphalt</p>
<p>concrete mixture</p>
<p>(final surface)</p></td>
</tr>
</tbody>
</table>

+--------------+--------------+-------------------+-------------------+
| Table 402-3  | **Reporting  | 14 days after     | \(1\) Cut core    |
| (continued)  | Time**       |                   | sample from the   |
|              |              | final paving      | compacted         |
| Sampling and |              |                   | pavement          |
| Testing      |              |                   | according to      |
| Requirements |              |                   | AASHTO T 230,     |
|              |              |                   | method B. Fill    |
|              |              |                   | and compact the   |
|              |              |                   | sample holes with |
|              |              |                   | asphalt concrete  |
|              |              |                   | mixture.          |
|              |              |                   |                   |
|              |              |                   | Cores shall be 6  |
|              |              |                   | inches in         |
|              |              |                   | diameter. Perform |
|              |              |                   | specific gravity  |
|              |              |                   | and thickness     |
|              |              |                   | tests on cores    |
|              |              |                   | and deliver to CO |
|              |              |                   | after testing is  |
|              |              |                   | completed. Label  |
|              |              |                   | cores and protect |
|              |              |                   | from damage due   |
|              |              |                   | to handling or    |
|              |              |                   | alteration due to |
|              |              |                   | temperature       |
|              |              |                   | during storage or |
|              |              |                   | transfer.         |
+--------------+--------------+-------------------+-------------------+
|              | **Split**    | ---               |                   |
|              |              |                   |                   |
|              | **Sample**   |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Point of** | See Subsection    |                   |
|              |              |                   |                   |
|              | **Sampling** | 401.16            |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Sampling** | See Subsection    |                   |
|              |              |                   |                   |
|              | *            | 401.16            |                   |
|              | *Frequency** |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Test       | AASHTO PP 50,     |                   |
|              | Methods      |                   |                   |
|              | Spec         | PP 51, & PP 52    |                   |
|              | ifications** |                   |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Category** | ---               |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Char       | Type III & IV     |                   |
|              | acteristic** |                   |                   |
|              |              | roughness         |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Type of    | Measured and      |                   |
|              | Acceptance   | tested            |                   |
|              | (S           |                   |                   |
|              | ubsection)** | for conformance   |                   |
|              |              | (106.04)          |                   |
+--------------+--------------+-------------------+-------------------+
|              | **Material   | Hot asphalt       |                   |
|              | or Product** |                   |                   |
|              |              | concrete pavement |                   |
|              |              |                   |                   |
|              |              | (final surface)   |                   |
+--------------+--------------+-------------------+-------------------+

**Section 403. --- HOT ASPHALT CONCRETE PAVEMENT**

Description

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

Asphalt binder is designated according to AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**403.02** Conform to the following Subsections:

Aggregate 703.07 or 703.17

Antistrip additive 702.08

Asphalt binder 702.01

Mineral filler 725.05

Recycled asphalt pavement 703.19

Recycling agent 702.06

Construction Requirements

**403.03 Composition of Mix (Job-Mix Formula).** Furnish mixes of
aggregate, asphalt binder, recycled asphalt pavement, and additives that
meet the applicable gradation and material requirements in one of the
following:

● Superpave designed asphalt mixture as designated in Subsection 401.03
for the appropriate traffic level of the roadway.

● Hveem or Marshall designed asphalt mixture as designated in Subsection
402.03 for class A, B, or C mix.

● State Department of Transportation asphalt concrete pavement mixture.
Meet the requirements for the location and type of facility being
constructed as designated by the current State Department of
Transportation specification. Submit the aggregate quality, gradation
requirements, and mixture criteria for the asphalt concrete mix.

**(a)** **Recycled asphalt pavement use.** Up to 25 percent recycled
asphalt pavement material by mass may be used in the mix.

**(b) Submission.** Submit written job-mix formulas 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) Target values:*

*(1)* Target value for percent passing each sieve size for the aggregate
blend;

*(2)* Target value for percent passing each sieve size for each
stockpile;

*(3)* Stockpile blend ratios;

*(4)* Target asphalt binder content; and

*(5)* Maximum density value according to AASHTO T 209.

*(b)* *Aggregate sources.* See Subsection 401.03(b)(1)*(b)*.

*(c) Stockpile gradations.* See Subsection 401.03(b)(1)*(c)*.

*(d) Representative samples*. See Subsection 401.03(b)(1)*(d)*.

*(e) Results of aggregate quality tests for contractor selected
sources.* Results must be for tests performed on aggregates within 1
year of use.

**(2) Asphalt binder.** See Subsection 401.03(b)(2).

**(3) Antistrip additives.** See Subsection 401.03(b)(3).

**(4) Recycled asphalt pavement material.** See Subsection 401.03(b)(4).

**(c) Verification.** The CO will review and may perform
design-verification testing. If verification testing is performed, the
aggregate gradations of the stockpiles and the aggregate blend must
agree with the target values plus or minus the allowable deviation in
Subsection 401.03(c)(1).

**(d) Changes and resubmissions.** See Subsection 401.03(d).

**(e) Acceptance.** See Subsection 401.03(e)

**403.04 Mixing Plant.** See Subsection 401.04.

**403.05 Pavers.** See Subsection 401.05.

**403.06 Surface Preparation.** See Subsection 401.06.

**403.07 Weather Limitations.** See Subsection 401.07.

**403.08 Asphalt Preparation.** See Subsection 401.08.

**403.09 Aggregate Preparation.** See Subsection 401.09.

**403.10 Mixing.** See Subsection 401.10.

**403.11 Hauling.** See Subsection 401.11

**403.12 Production Start-up Procedures.** Arrange for a pre-paving
conference according to Subsection 401.12(a). Provide 7 days notice
before beginning production of an asphalt concrete mix.

**403.13 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 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.

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.

**403.14 Compacting.** Thoroughly and uniformly compact the asphalt
surface by rolling. 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 °F.

Monitor the compaction process with nuclear density gauges. Calibrate
the gauge according to the ASTM D 2950 calibration section within 6
months before use and check the standard and reference on each day of
use according to the ASTM D 2950 standardization and reference check
sections. Compact to a pavement specific gravity (density) that is no
less than 92 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.

**403.15 Joints, Trimming Edges, and Cleanup.** See Subsection 401.15.

**403.16 Pavement Smoothness.** Use a 10-foot metal straight edge to
measure at right angles and parallel to the centerline. Defective areas
are surface deviations in excess of 1/4 inch in 10 feet between any two
contacts of the straightedge with surface.

Correct defective areas. Obtain approval for the proposed method of
correction.

**403.17 Acceptance.** See Table 403-1 for sampling and testing
requirements.

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

Asphalt binder will be evaluated under Subsections 106.03(a), 106.04,
and 702.09.

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

Asphalt content, aggregate gradation, density, and pavement smoothness
will be evaluated under Subsection 106.04. Recycled asphalt pavement and
aggregate quality properties will be evaluated under Subsections 106.02
and 106.03.

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

**(b) Density.** The lower specification limit is 92 percent of the
maximum specific gravity (density) determined according to AASHTO T 209
as part of the job-mix formula evaluation specified in Subsection
403.03.

**(c) 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 or 703-13.

Measurement

**403.18** Measure the Section 403 items listed in the bid schedule
according to Subsection 109.02.

Payment

**403.19** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 403 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+-------+-------+------------+---------+----+-------+---+---+-----------+
| Table | *     | 21 days    | 24      | "  | "     | - |   | Tested by |
| 403-1 | *Repo | before     | hours   |    |       | - |   | G         |
|       | rting | approval   |         |    |       | - |   | overnment |
| Samp  | T     | of         |         |    |       |   |   |           |
| ling, | ime** |            |         |    |       |   |   |           |
| Te    |       | job-mix    |         |    |       |   |   |           |
| sting |       | formula    |         |    |       |   |   |           |
| and   |       |            |         |    |       |   |   |           |
| Accep |       |            |         |    |       |   |   |           |
| tance |       |            |         |    |       |   |   |           |
| Re    |       |            |         |    |       |   |   |           |
| quire |       |            |         |    |       |   |   |           |
| ments |       |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **Sp  | ---        | Yes,    | "  | "     | - |   | 2 ---     |
|       | lit** |            | when    |    |       | - |   | 1-quart   |
|       |       |            | re      |    |       | - |   |           |
|       | **Sam |            | quested |    |       |   |   | samples   |
|       | ple** |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | Flowing    | Behind  | "  | Comp  | - |   | Line      |
|       | Point | aggregate  | paver   |    | leted | - |   | between   |
|       | of    | stream     | before  |    | ro    | - |   | storage   |
|       | Sampl | (bin or    | com     |    | adway |   |   | tank &    |
|       | ing** | belt       | pacting |    | after |   |   | asphalt   |
|       |       | discharge) |         |    | ro    |   |   | plant     |
|       |       | or off of  |         |    | lling |   |   |           |
|       |       | conveyor   |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | 1 per      | 1 per   | "  | "     | - |   | 1 per 130 |
|       | Sampl | aggregate  | 700     |    |       | - |   | tons      |
|       | ing** |            | tons    |    |       | - |   |           |
|       |       | stockpile  |         |    |       |   |   | of liquid |
|       | **F   |            |         |    |       |   |   |           |
|       | reque |            |         |    |       |   |   |           |
|       | ncy** |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | *     | Subsection | AASHTO  | AA | ASTM  | S |   | S         |
|       | *Test | 403.03     | T 30    | SH | D     | u |   | ubsection |
|       | Me    |            |         | TO | 2950  | b |   | 702.01    |
|       | thods |            |         | T  | or    | s |   |           |
|       | S     |            |         | 3  | other | e |   |           |
|       | pecif |            |         | 08 | app   | c |   |           |
|       | icati |            |         |    | roved | t |   |           |
|       | ons** |            |         |    | proce | i |   |           |
|       |       |            |         |    | dures | o |   |           |
|       |       |            |         |    |       | n |   |           |
|       |       |            |         |    |       | 4 |   |           |
|       |       |            |         |    |       | 0 |   |           |
|       |       |            |         |    |       | 3 |   |           |
|       |       |            |         |    |       | . |   |           |
|       |       |            |         |    |       | 1 |   |           |
|       |       |            |         |    |       | 6 |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **    | ---        | ---     | -  | ---   | - |   | ---       |
|       | Categ |            |         | -- |       | - |   |           |
|       | ory** |            |         |    |       | - |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **C   | Job-mix    | Gr      | A  | Compa | S |   | Quality   |
|       | harac | formula    | adation | sp | ction | m |   |           |
|       | teris | ve         |         | ha |       | o |   |           |
|       | tic** | rification |         | lt |       | o |   |           |
|       |       |            |         |    |       | t |   |           |
|       |       |            |         | c  |       | h |   |           |
|       |       |            |         | on |       | n |   |           |
|       |       |            |         | te |       | e |   |           |
|       |       |            |         | nt |       | s |   |           |
|       |       |            |         |    |       | s |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | *     | Measured   |         |    |       |   |   |           |
|       | *Type | and tested |         |    |       |   |   |           |
|       | of    |            |         |    |       |   |   |           |
|       | Accep | for        |         |    |       |   |   |           |
|       | tance | c          |         |    |       |   |   |           |
|       | (Sub  | onformance |         |    |       |   |   |           |
|       | secti | (106.04)   |         |    |       |   |   |           |
|       | on)** |            |         |    |       |   |   |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+
|       | **Mat | Hot        |         |    |       |   | A |           |
|       | erial | asphalt    |         |    |       |   | s |           |
|       | or    |            |         |    |       |   | p |           |
|       | Prod  | concrete   |         |    |       |   | h |           |
|       | uct** | pavement   |         |    |       |   | a |           |
|       |       |            |         |    |       |   | l |           |
|       |       |            |         |    |       |   | t |           |
|       |       |            |         |    |       |   | b |           |
|       |       |            |         |    |       |   | i |           |
|       |       |            |         |    |       |   | n |           |
|       |       |            |         |    |       |   | d |           |
|       |       |            |         |    |       |   | e |           |
|       |       |            |         |    |       |   | r |           |
+-------+-------+------------+---------+----+-------+---+---+-----------+

## Section 404. --- MINOR HOT ASPHALT CONCRETE

Description

**404.01** This work consists of constructing minor hot asphalt concrete
for sidewalks, paved waterways, curbs, and roadways.

Construction Requirements

**404.02 Composition of Mix (Job-Mix Formula).** Provide a hot asphalt
concrete mix composed of crushed stone or gravel and asphalt binder
mixed in an approved plant. Use an aggregate gradation and asphalt
binder of a quality conforming to those normally used locally by either
Federal or State agencies for the type of work being constructed.

Submit the strength, quality, and gradation specifications for the
asphalt concrete mix. Include copies of laboratory test reports that
demonstrate the properties of the aggregates, asphalt binder, additives,
and mix meet Federal or State agency specifications. Also submit the
maximum specific gravity (density) of the mix as determined by
AASHTO T 209.

**404.03 Surface Preparation.** Prepare the surface according to Section
209 or Subsection 410.05 as applicable.

**404.04 Weather Limitations.** Place asphalt concrete on a dry,
unfrozen surface when the air temperature in the shade is at least 35 ºF
and rising.

**404.05 Hauling.** Haul the asphalt mix using vehicles conforming to
Subsection 401.11.

**404.06 Placing.** Place the mix with a mechanical paver. For roadway
paving, do not place lifts thicker than 4 inches. In areas where
mechanical spreading and finishing is impractical, spread and finish
each course by hand raking, screeding, or by other approved methods.
Construct a surface that is uniform in texture and cross-section.
Construct joints according to Subsection 401.15.

**404.07 Compacting.**

**(a) Roadway paving.** Compact the mix to a minimum of 90 percent of
maximum specific gravity (density). Complete compaction before the mix
temperature falls below 160 ºF. Determine density by nuclear gauge.

**(b) Non-roadway paving.** Compact by rolling with a hand-operated
roller weighing at least 300 pounds or with a small power roller.

Compact areas that are not accessible to rollers by other approved
methods.

**404.08 Pavement Smoothness.** Use a 10-foot metal straightedge to
measure at right angles and parallel to the centerline. Defective areas
are surface deviations in excess of 1/4 inch in 10 feet between any two
contacts of the straightedge with the surface. Correct defective areas
using approved methods.

**404.09 Acceptance.** See Table 404-1 for sampling and testing
requirements.

Minor hot asphalt concrete mixture will be evaluated under Subsections
106.02 and 106.03.

Minor hot asphalt concrete construction work will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**404.10** Measure the Section 404 items listed in the bid schedule
according to Subsection 109.02.

Payment

**404.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 404 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------------------+---------------------+---------------------------+
| Table 404-1        | **Reporting Time**  | Upon                      |
|                    |                     |                           |
| Sampling and       |                     | completing                |
| Testing            |                     |                           |
| Requirements       |                     | tests                     |
+--------------------+---------------------+---------------------------+
|                    | **Split**           | ---                       |
|                    |                     |                           |
|                    | **Sample**          |                           |
+--------------------+---------------------+---------------------------+
|                    | **Point of          | In-place                  |
|                    | Sampling**          |                           |
+--------------------+---------------------+---------------------------+
|                    | **Sampling**        | 1 per 1200 yd^2^          |
|                    |                     |                           |
|                    | **Frequency**       |                           |
+--------------------+---------------------+---------------------------+
|                    | **Test Methods      | AASHTO T 310              |
|                    | Specifications**    |                           |
+--------------------+---------------------+---------------------------+
|                    | **Category**        | ---                       |
+--------------------+---------------------+---------------------------+
|                    | **Characteristic**  | Compaction (roadway       |
|                    |                     | paving)                   |
+--------------------+---------------------+---------------------------+
|                    | **Type of           | Measured and tested       |
|                    | Acceptance          |                           |
|                    | (Subsection)**      | for conformance (106.04)  |
+--------------------+---------------------+---------------------------+
|                    | **Material or       | Asphalt mixture (404.07)  |
|                    | Product**           |                           |
+--------------------+---------------------+---------------------------+

## Section 405. --- OPEN-GRADED ASPHALT FRICTION COURSE

Description

**405.01** This work consists of constructing an open-graded asphalt
friction course.

Asphalt binder is designated according to AASHTO M 20, M 226, or M 320.

Antistrip additive type is designated as shown in Subsection 702.08.
Where no type is designated, use type 3 (lime).

Material

**405.02** Conform to the following Subsections:

Aggregate 703.08

Antistrip additive 702.08

Asphalt binder 702.01

Construction Requirements

**405.03 Composition of Mix (Job-Mix Formula).** Design an open-graded
asphalt friction course mix of aggregate, asphalt, and additives
according to the design procedure in *FHWA Technical Advisory T 5040.31,
Open-Graded Friction Courses,* December 1990, or by other approved
methods. Meet the aggregate gradation of Table 703-4 grading F. Provide
an application temperature range.

Submit a written job-mix formula for approval at least 21 days before
production. Submit the information and samples according to
Subsection 401.03. The job-mix formula will be evaluated and approved
according to Subsection 401.03.

**405.04 Mixing Plant and Pavers.** Use a mixing plant conforming to
Subsection 401.04. Use pavers conforming to Subsection 401.05.

**405.05 Surface Preparation.** Prepare the surface according to
Subsection 401.06.

**405.06 Weather Limitations.** Place open-graded asphalt friction
course on a dry asphalt surface only when the air temperature in the
shade is above 55 ºF and the road surface temperature at least 60 ºF.
Stop placement if either temperature falls below these minimums.

**405.07 Preparing and Mixing Material.** Prepare, mix, and control
material according to Subsections 401.08 through 401.10 except the
temperature of the aggregate introduced into the mixer shall not exceed
the optimum mixing temperature established in the job-mix formula.

**405.08 Hauling, Placing, and Finishing.** Construct the open-graded
asphalt friction course according to Subsections 401.11 through 401.13.
Place mix within the approved temperature range.

To minimize asphalt binder drainage, discharge the mix into the paver
within 1.5 hours of loading the truck. When surge bins are used, begin
the 1.5-hour limit at the time the mix is deposited into the surge bin.

**405.09 Compacting.** Roll asphalt mix parallel to centerline,
commencing at the outside edge and progressing towards the center. Use a
steel-wheeled roller in a manner that does not shove, distort, or strip
the mix beneath the roller. On superelevated curves, begin the rolling
on the low side and progress to the high side. Limit amount of rolling
to that necessary for consolidating the asphalt mix and bonding it to
the underlying surface.

Provide a smooth surface according to Subsection 404.08.

**405.10 Joints and Cleanup.** Use butt joints for longitudinal and
transverse joints. Protect the completed open-graded asphalt friction
course from all traffic until it has sufficiently hardened to resist
abrasion, pickup, and raveling.

**405.11 Acceptance.** See Table 405-1 for sampling and testing
requirements and the acceptance quality characteristic category.

Antistrip additive will be accepted under Subsections 106.02 and 106.03.

Asphalt will be evaluated under Subsections 106.04 and 702.09.

Construction of the open-graded asphalt friction course will be
evaluated under Subsections 106.02 and 106.04.

Asphalt content and aggregate gradation 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 ±0.5 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 grading F.

Measurement

**405.12** Measure the Section 405 items listed in the bid schedule
according to Subsection 109.02.

Payment

**405.13** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 405 pay items listed in the bid
schedule except the open-graded asphalt friction course 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 open-graded asphalt friction course will be made at a price
determined by multiplying the unit bid price by the material pay factor.
The material pay factor is the lowest single pay factor determined for
asphalt content or any individual sieve of the aggregate gradation.

+---------+-------+--------------+----+-----+----+-------+----------+
| Table   | *     | ---          |    | --- |    |       | ---      |
| 405-1   | *Repo |              |    |     |    |       |          |
|         | rting |              |    |     |    |       |          |
| S       | T     |              |    |     |    |       |          |
| ampling | ime** |              |    |     |    |       |          |
| and     |       |              |    |     |    |       |          |
| Testing |       |              |    |     |    |       |          |
| Requi   |       |              |    |     |    |       |          |
| rements |       |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **Sp  | Yes          |    | --- |    |       | Yes      |
|         | lit** |              |    |     |    |       |          |
|         |       |              |    |     |    |       |          |
|         | **Sam |              |    |     |    |       |          |
|         | ple** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | Hopper of    |    | "   |    |       | Line     |
|         | Point | lay down     |    |     |    |       | between  |
|         | of    | machine      |    |     |    |       | storage  |
|         | Sampl | after        |    |     |    |       | tank &   |
|         | ing** | discharging  |    |     |    |       | asphalt  |
|         |       | from plant   |    |     |    |       | plant    |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | 1 per 300    |    | 1   |    |       | 1 per    |
|         | Sampl | tons         |    | per |    |       | 300 tons |
|         | ing** |              |    | 300 |    |       |          |
|         |       |              |    | t   |    |       |          |
|         | **F   |              |    | ons |    |       |          |
|         | reque |              |    |     |    |       |          |
|         | ncy** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | *     | AASHTO T 308 |    | AAS |    |       | Su       |
|         | *Test |              |    | HTO |    |       | bsection |
|         | Me    | or T 164     |    | T   |    |       | 702.01   |
|         | thods |              |    | 30  |    |       |          |
|         | S     |              |    |     |    |       |          |
|         | pecif |              |    |     |    |       |          |
|         | icati |              |    |     |    |       |          |
|         | ons** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **    | I            |    | I   | I  | II    | ---      |
|         | Categ |              |    |     |    |       |          |
|         | ory** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **C   | Asphalt      | G  | No. | N  | Other | Quality  |
|         | harac |              | ra | 4   | o. | spec  |          |
|         | teris | content      | da |     | 2  | ified |          |
|         | tic** |              | ti |     | 00 | s     |          |
|         |       |              | on |     |    | ieves |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | *     | Statistical  |    |     |    |       | Sta      |
|         | *Type |              |    |     |    |       | tistical |
|         | of    | (106.05)     |    |     |    |       |          |
|         | Accep |              |    |     |    |       | (106.05) |
|         | tance |              |    |     |    |       |          |
|         | (Sub  |              |    |     |    |       |          |
|         | secti |              |    |     |    |       |          |
|         | on)** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+
|         | **Mat | Open-graded  |    |     |    |       | Asphalt  |
|         | erial |              |    |     |    |       | binder   |
|         | or**  | asphalt      |    |     |    |       |          |
|         |       | friction     |    |     |    |       |          |
|         | *     |              |    |     |    |       |          |
|         | *Prod | course       |    |     |    |       |          |
|         | uct** |              |    |     |    |       |          |
+---------+-------+--------------+----+-----+----+-------+----------+

## Section 406. --- Reserved

## Section 407. --- Reserved

## Section 408. --- COLD RECYCLED ASPHALT BASE COURSE

Description

**408.01** This work consists of constructing one or more courses of
cold recycled asphalt base using recycled asphalt pavement and reclaimed
aggregates combined with new aggregates, water, emulsified asphalt,
recycling agents, and lime.

Emulsified asphalt grade is designated as shown in AASHTO M 140 or M
208.

Material

**408.02** Conform to the following Subsections:

Aggregate (new) 703.06

Emulsified asphalt 702.03

Lime 702.08(c)

Recycled asphalt pavement 703.19

Recycling agent 702.06

Water 725.01(c)

Construction Requirements

**408.03 Submittals.** Submit the following at least 21 days before
recycling:

**(a) Aggregate.**

**(1)** Sources of recycled asphalt pavement, reclaimed aggregates, and
new aggregate.

**(2)** Proportional samples representing the recycled asphalt pavement,
reclaimed aggregate, and new aggregate; about 700 pounds total. Obtain
samples of existing pavement according to Subsection 401.03(b)(4)*(e).*

**(b) Emulsified asphalt and recycling agents.**

**(1)** Percentage of emulsified asphalt and recycling agent to be added
based on the total mass of the mixture or the application rate if spray
application is used.

**(2)** Source of and 5-gallon sample of the emulsified asphalt and
recycling agent to be used in the mixture. Furnish the samples in
plastic containers.

**(c) Water.** Percentage of water to be added based on the total mass
of the mixture.

**(d) Lime.** Percentage of lime added based on total mass of the
mixture.

The CO will perform a mix design and provide an initial application rate
for emulsified asphalt, recycling agent, and/or lime for the mix.

**408.04 Surface Preparation.** For inplace mixing, clear, grub, and
dispose of all vegetation and debris within 12 inches of the pavement to
be recycled. Perform the work according to Section 201. Prepare the
surface according to Subsection 303.06.

**408.05 Weather Limitations.** Place the cold recycled asphalt base on
a dry, unfrozen surface when the air temperature in the shade is above
50 ºF and the pavement surface temperature is above 40 ºF.

Do not place cold recycled asphalt base when fog, showers, rain, frost,
or temperatures below 35 ºF are anticipated within 24 hours following
the placement of the mix.

**408.06 Mixing.** Use rotary mixers, cold-milling machines, travel
plants, stationary mixing plants, or other approved equipment for
producing the completed base course mixture. If emulsified asphalt is
used, mix as follows:

**(a)** Maintain the aggregate temperature between 60 and 175 ºF.

**(b)** Maintain emulsified asphalt temperature within the approved
range.

**(c)** Combine and dry mix the aggregate for a period sufficient to
provide a uniform gradation. Add additives and water first. Add the
emulsified asphalt last. Mix the material until particles are uniformly
coated, the mixture has a uniform color, and particles are evenly
distributed coarse to fine.

For in-place mixing, use self-propelled equipment capable of scarifying,
crushing, mixing, weighing, and placing the mixture. Use equipment with
meters capable of registering the rate of addition of the emulsified
asphalt, recycling agent, or water. Adjust the travel speed and number
of passes to obtain a thorough and uniform mixture.

For central plant mixing, use suitable equipment for scarifying and
crushing the existing pavement. Use acceptable continuous flow or
batch-type mixer equipped with batching or metering devices designed to
measure the specified quantities of the respective material.

The final emulsified asphalt, recycling agent, and lime content will be
established by the CO after evaluation of field results.

**408.07 Spreading, Finishing, and Compacting.** Transport material
according to Subsection 401.11. Spread and finish the mixture according
to Subsection 416.08 except: If a paving machine is not used, spread the
mixture on the prepared surface in a uniform layer. Shape the mixture to
the line, grade, and cross-section. Route hauling equipment uniformly
over the full width of the surface to minimize rutting or uneven
compaction. Compact the mixture according to Subsection 416.08, type A.

Allow the pavement to cure according to Subsection 416.08 before sealing
the surface with a fog seal according to Subsection 416.09.

**408.08 Acceptance.** See Table 408-1 for sampling and testing
requirements.

Recycling agent and lime will be evaluated under Subsections 106.02 and
106.03.

Emulsified asphalt will be evaluated under Subsections 106.03, 106.04,
and 702.09.

Aggregate (new) will be evaluated under Subsections 106.02, 106.03, and
106.04.

Construction of the cold recycled asphalt base course will be evaluated
under Subsections 106.02 and 106.04. Cold recycled asphalt base density
will be evaluated under Subsections 106.02 and 106.04.

Measurement

**408.09** Measure the Section 408 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

When measurement is by the ton, do not deduct for the emulsified
asphalt, recycling agent, water, and lime contained in the mixture.

Measure the square yard width horizontally to include the top of base
width including designed widening. Measure the square yard length
horizontally along the centerline of the roadway.

Measure fog seal under Section 409.

Payment

**408.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 408 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+----------+----------------+---------------------+-------------------+
| Table    | **Reporting    | ---                 | 24 hours          |
| 408-1    | Time**         |                     |                   |
|          |                |                     |                   |
| Sampling |                |                     |                   |
| and      |                |                     |                   |
| Testing  |                |                     |                   |
| Requ     |                |                     |                   |
| irements |                |                     |                   |
+----------+----------------+---------------------+-------------------+
|          | **Split**      | Yes                 | ---               |
|          |                |                     |                   |
|          | **Sample**     |                     |                   |
+----------+----------------+---------------------+-------------------+
|          | **Point of     | Line between        | In-place          |
|          | Sampling**     | storage tank &      |                   |
|          |                | mixing plant        |                   |
+----------+----------------+---------------------+-------------------+
|          | **Sampling**   | 1 per 130 tons but  | 1 per 600 yd^2^   |
|          |                | not less than 5     |                   |
|          | **Frequency**  | samples             |                   |
+----------+----------------+---------------------+-------------------+
|          | **Test Methods | Subsection 702.03   | AASHTO T 310      |
|          | Sp             |                     |                   |
|          | ecifications** |                     |                   |
+----------+----------------+---------------------+-------------------+
|          | **Category**   | ---                 | ---               |
+----------+----------------+---------------------+-------------------+
|          | **Ch           | Quality             | Density           |
|          | aracteristic** |                     |                   |
+----------+----------------+---------------------+-------------------+
|          | **Type of      | Measured and tested | Measured and      |
|          | Acceptance     |                     | tested            |
|          | (Subsection)** | for conformance     |                   |
|          |                |                     | for conformance   |
|          |                | (106.04)            |                   |
|          |                |                     | (106.04)          |
+----------+----------------+---------------------+-------------------+
|          | **Material or  | Emulsified asphalt  |                   |
|          | Product**      | (702.03)            |                   |
+----------+----------------+---------------------+-------------------+

## Section 409. --- ASPHALT SURFACE TREATMENT

Description

**409.01** This work consists of constructing a single or multiple
asphalt surface treatment with aggregate or precoated aggregate. This
work also includes constructing an asphalt fog seal without aggregate.

Surface treatment aggregate designation is designated as shown in Tables
409-1, 409-2, and 409-3.

Asphalt is designated as shown in AASHTO M 20 or M 226 for asphalt
binder and AASHTO M 140 or M 208 for emulsified asphalt.

Material

**409.02** Conform to the following Subsections:

Aggregate 703.10

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Construction Requirements

**409.03 Composition.** Submit the following information and samples for
approval at least 21 days before placement:

**(a) Aggregate samples.** 80 pounds from each stockpile produced and
the gradation range represented by each.

**(b) Aggregate gradation target values.** The proposed percentage of
each stockpile to be used and the proposed target value for each sieve
size.

**(c) Asphalt samples.** Two 1-quart samples of asphalt binder or
emulsified asphalt from the same source and of the type to be used for
the surface treatment.

**(d) Asphalt temperature.** Apply asphalt at temperatures according to
Table 702-1.

**(e) Spread rates.** The proposed spread rate for the aggregate and
asphalt material.

**409.04 Equipment.** Furnish equipment as follows:

**(a) Asphalt distributor.**

**(1)** Capable of heating asphalt evenly;

**(2)** Adjustable full circulation spray bar to 15-foot width;

**(3)** Positive controls including tachometer, pressure gauge, volume
measuring device, or calibrated tank to uniformly deposit asphalt over
the full width within 0.02 gallons per square yard of the required rate;
and

**(4)** Thermometer for measuring the asphalt temperature in the tank.

**(b) Rotary power broom.**

**(1)** Self-propelled; and

**(2)** Capable of controlling the vertical broom pressure.

**(c) Pneumatic-tire rollers.** Furnish a minimum of two pneumatic-tire
rollers both with the following capabilities:

**(1)** Self-propelled;

**(2)** Minimum compacting width -- 5 feet; and

**(3)** Gross weight adjustable within the range of 200 to 360 pounds
per inch of compaction width.

**(d) Aggregate spreader.**

**(1)** Self-propelled;

**(2)** Minimum of 4 pneumatic tires on 2 axles; and

**(3)** Positive controls to uniformly deposit the aggregate over the
full width of asphalt within 10 percent by mass of the required rates.

**(e) Other equipment.** Other equipment of proven performance may be
used in addition to or in lieu of the specified equipment when approved
by the CO. Provide two-way communication between the asphalt distributor
and the aggregate spreader if the roadway alignment does not permit
visual contact.

**409.05 Surface Preparation.** On existing asphalt surfaces, ensure
that the surface is dry. Immediately before placing the layer, remove
loose dirt and other objectionable material from the surface by approved
methods. Fog seal patches using a slow setting emulsion diluted with an
equal part water. Apply the diluted emulsion at a rate of 0.17 gallons
per square yard.

On existing aggregate surfaces, prime the surface according to Section
411. Allow the primed surface to cure at least 5 days for cutback
asphalt or 24 hours for asphalt emulsions. Ensure that the primed
surface is dry for surface treatments using asphalt binder or slightly
damp for surface treatments using emulsified asphalt.

**409.06 Weather Limitations.** Apply surface treatments with aggregate
only when ambient air and surface temperatures are above 60 °F and
rising, when the weather is not foggy or rainy, and when rain is not
anticipated for at least 24 hours after application.

Apply fog seals only when the ambient air and surface temperatures are
above 50 °F and rising, when the weather is not foggy or rainy, and when
rain is not anticipated for at least 24 hours after application.

Complete all surface treatment applications 2 hours before sunset.

**409.07 Production Start-up Procedures for Surface Treatments.** At
least 10 days before the start of constructing all surface treatments
containing aggregate, arrange for a pre-surface treatment conference.
Coordinate attendance with the CO and any applicable subcontractors. Be
prepared to discuss or submit the following:

**(a)** Proposed schedule of operations.

**(b)** List of all equipment and personnel to be used in the production
and construction of the work.

**(c)** Proposed traffic control plan.

**(d)** Discuss Section 153, minimum frequency schedule for process
control sampling and testing (to be performed by the Contractor).

**(e)** Discuss Subsections 409.07, 409.08, and 409.09.

**(f)** Discuss spill prevention and safety contingency plan.

Provide 7 days advance notice before constructing all asphalt surface
treatments containing aggregate. Also use these start-up procedures when
resuming production after termination due to nonconforming work.

On the first day of placement of each surface treatment layer, or
whenever there is a change in the surface texture or aggregate
gradation, construct a 500-foot control strip that is one-lane wide.

Construct the control strip using material, lay-down, and compaction
procedures intended for the remainder of the surface treatment. Cease
production after construction of the control strip until the material
and the control strip are evaluated and accepted.

Acceptable control strips may remain in place and will be accepted as a
part of the completed surface treatment.

Repeat the control strip process until an acceptable control strip is
produced.

**409.08 Asphalt Application.** Calibrate the asphalt distributor spray
bar height, nozzle angle, and pump pressure and check longitudinal and
transverse spread rates weekly according to ASTM D 2995. If different
asphalt distributors are used, calibrate each before use on the project.
Ensure that the length of the spread is no more than can be covered with
aggregate immediately after application.

Protect the surfaces of nearby objects to prevent spattering or marring.
Spread building paper on the surface for a sufficient distance from the
beginning and end of each application so the flow through the
distributor nozzles may be started and stopped on the paper.

The CO will approve the exact application rate, temperature, and area to
be treated before application and may make adjustments for variations in
field conditions. Apply the asphalt uniformly with an asphalt
distributor. Move distributor forward at the proper application speed at
the time the spray bar is opened. Use care not to apply excess asphalt
at the junction of spreads.

Correct skipped areas or deficiencies. Remove and dispose of paper or
other material used.

**409.09 Aggregate Application.** When using asphalt binder, the
aggregate surface should be dry. When using emulsified asphalt, the
aggregate surface should be moist.

The CO will approve the exact application rate and area to be treated
before application. Apply the aggregate uniformly with an aggregate
spreader immediately after the asphalt is applied. Operate aggregate
spreader so the asphalt is covered with the aggregate before wheels pass
over it. During part-width construction, leave uncovered a strip of
sprayed asphalt approximately 6 inches wide to permit an overlap of
asphalt material.

Immediately correct excesses and deficiencies by brooming or by the
addition or removal of aggregate until a uniform texture is achieved.
Use hand methods in areas not accessible to power equipment.

When precoated aggregates are used, they may be mixed on the job or at a
central mixing plant. Uniformly coat the aggregate with 1.0 to 2.0
percent residual asphalt, by weight of aggregate. Maintain the flow
qualities of the precoated aggregate, so it is satisfactorily spread
with an aggregate spreader.

Operate rollers at a maximum speed of 5 miles per hour. Do not permit
the aggregate to be displaced by pickup or sticking of material to the
tire surface. Sufficiently roll the surface to uniformly and thoroughly
bond the aggregate over the full width. Complete rolling within 1 hour
after the asphalt is applied to the surface.

**409.10 Fog Seal.** A fog seal consists of applying slow-setting
emulsified asphalt diluted with water onto an existing asphalt surface.
Apply the diluted emulsified asphalt according to Subsection 409.08 at a
rate of 0.10 to 0.15 gallons per square yard depending on the condition
of the existing surface. Allow the fog seal to penetrate undisturbed for
at least 2 hours or until the emulsified asphalt breaks and is
substantially absorbed into the existing surface. Then lightly cover
remaining spots of excess asphalt with blotter according to Section 411
before opening the surface to traffic.

**409.11 Single-Course Surface Treatment.** A single-course surface
treatment consists of applying asphalt material onto an existing surface
immediately followed by a single, uniform application of aggregate.
Apply the asphalt and aggregate according to Subsections 409.08 and
409.09 at the approximate rates shown in Table 409-1. Determine the
exact rates based on approved control strips.

Use a pilot car according to Section 635 to limit traffic speeds. During
the initial 45 minutes after completion of rolling, limit the traffic
speeds to 10 miles per hour. Limit traffic speeds to 20 miles per hour
for 24 hours.

Lightly broom the aggregate surface on the morning after construction.
Maintain the surface for 4 days by distributing blotter according to
Section 411 to absorb any free asphalt and by repairing areas deficient
in aggregate. Sweep excess material from the surface using a rotary
power broom when the temperature is less than 75 °F. Do not displace
embedded material.

Table 409-1

Approximate Quantities of Material for

Single-Course Surface Treatment

+-----+------------+------------+------------+------------+----------+
| >   | **Nominal  | *          | *          | *          | **E      |
| **D | Maximum    | *Aggregate | *Estimated | *Estimated | stimated |
| esi | Size of    | Gradation  | Quantity   | Quantity   | Quantity |
| gna | A          | ^(1)^**    | of         | of         | of       |
| tio | ggregate** |            | A          | Emulsified | Asphalt  |
| n** |            |            | ggregate** | Asphalt    | Binder   |
|     |            |            | ^(2)^      | ^(3)^      | ^(3)^    |
|     |            |            | **poun     | gallo      | gallons  |
|     |            |            | ds/yd^2^** | ns/yd^2^** | /yd^2^** |
+-----+------------+------------+------------+------------+----------+
| **1 | 3/4 inch   | B          | 40 -- 49   | 0.33 --    | 0.22 --  |
| A** |            |            |            | 0.46       | 0.31     |
+-----+------------+------------+------------+------------+----------+
| **1 | 1/2 inch   | C          | 26 -- 29   | 0.26 --    | 0.16 --  |
| B** |            |            |            | 0.37       | 0.26     |
+-----+------------+------------+------------+------------+----------+
| **1 | 3/8 inch   | D          | 20 -- 26   | 0.16 --    | 0.11 --  |
| C** |            |            |            | 0.29       | 0.20     |
+-----+------------+------------+------------+------------+----------+
| **1 | No. 4      | E          | 15 -- 20   | 0.13 --    | 0.09 --  |
| D** |            |            |            | 0.18       | 0.15     |
+-----+------------+------------+------------+------------+----------+
| **1 | Sand       | F          | 9 -- 15    | 0.09 --    | 0.07 --  |
| E** |            |            |            | 0.15       | 0.13     |
+-----+------------+------------+------------+------------+----------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65, as determined by AASHTO T 84 and T 85. Make proportionate
corrections when the aggregate furnished has a bulk specific gravity
above 2.75 or below 2.55.

\(3\) Adjust the asphalt content for the condition of the road.

Table 409-2

Approximate Quantities of Material for

Double Course Surface Treatments

+------------+---------+----------+----------+----------+----------+
| **D        | **      | **A      | **E      | **E      | **E      |
| esignation | Nominal | ggregate | stimated | stimated | stimated |
| (Th        | Maximum | Gradatio | Quantity | Quantity | Quantity |
| ickness)** | Size of | n^(1)^** | of       | of       | of       |
|            | Aggr    |          | Aggregat | Em       | A        |
|            | egate** |          | e^(2)^** | ulsified | sphalt** |
|            |         |          |          | Asphalt  |          |
|            |         |          | **pounds | ^(3)^    | **Binder |
|            |         |          | /yd^2^** | gallons  | ^(3)^**  |
|            |         |          |          | /yd^2^** |          |
|            |         |          |          |          | *        |
|            |         |          |          |          | *gallons |
|            |         |          |          |          | /yd^2^** |
+------------+---------+----------+----------+----------+----------+
| **2A (1/2  |         |          |          |          |          |
| inch)**    |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 1^st^      | 3/8     | D        | 26 -- 35 | 0.16 --  | 0.09 --  |
| A          | inch    |          |          | 0.26     | 0.18     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 2^nd^      | No. 4   | E        | 9 -- 15  | 0.26 --  | 0.15 --  |
| A          |         |          |          | 0.33     | 0.24     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| **2B (5/8  |         |          |          |          |          |
| inch)**    |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 1^st^      | 1/2     | C        | 29 -- 40 | 0.26 --  | 0.15 --  |
| A          | inch    |          |          | 0.33     | 0.24     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 2^nd^      | No. 4   | E        | 14 -- 20 | 0.33 --  | 0.20 --  |
| A          |         |          |          | 0.42     | 0.27     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| **2C (3/4  |         |          |          |          |          |
| inch)**    |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 1^st^      | 3/4     | B        | 40 -- 49 | 0.29 --  | 0.18 --  |
| A          | inch    |          |          | 0.42     | 0.27     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+
| 2^nd^      | 3/8     | D        | 20 -- 26 | 0.42 --  | 0.27 --  |
| A          | inch    |          |          | 0.49     | 0.35     |
| pplication |         |          |          |          |          |
+------------+---------+----------+----------+----------+----------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65, as determined by AASHTO T 84 and T 85. Make proportionate
corrections when the aggregate furnished has a bulk specific gravity
above 2.75 or below 2.55.

\(3\) Adjust the asphalt content of the first application for the
condition of the road.

**409.12 Double- and Triple-Course Surface Treatments.** Double- and
triple-course surface treatments consist of applying multiple layers of
asphalt and aggregate. Apply each asphalt and aggregate layer according
to Subsections 409.08 and 409.09 and at the approximate rates shown in
Table 409-2 or 409-3. Determine the exact rates based on approved
control strips.

Maintain the surface and limit traffic according to Subsection 409.11.

No wait is required between surface treatment applications when using an
asphalt binder. Wait at least 24 hours between applications when using
emulsified asphalt.

Table 409-3

Approximate Quantities of Material for

Triple Course Surface Treatments

+-------------+---------+----------+----------+----------+---------+
| **          | **      | **A      | **E      | **E      | **Es    |
| Designation | Nominal | ggregate | stimated | stimated | timated |
| (T          | Maximum | Gradatio | Quantity | Quantity | Q       |
| hickness)** | Size of | n^(1)^** | of       | of       | uantity |
|             | Aggr    |          | Aggregat | Em       | of      |
|             | egate** |          | e^(2)^** | ulsified | Asphalt |
|             |         |          |          | Asphalt  | Binder  |
|             |         |          | **pounds | ^(3)^**  | ^(3)^** |
|             |         |          | /yd^2^** |          |         |
|             |         |          |          | *        | **g     |
|             |         |          |          | *gallons | allons/ |
|             |         |          |          | /yd^2^** | yd^2^** |
+-------------+---------+----------+----------+----------+---------+
| **3A (1/2   |         |          |          |          |         |
| inch)**     |         |          |          |          |         |
+-------------+---------+----------+----------+----------+---------+
| 1^st^       | 3/8     | D        | 26 -- 35 | 0.16 --  | 0.09 -- |
| Application | inch    |          |          | 0.26     | 0.18    |
+-------------+---------+----------+----------+----------+---------+
| 2^nd^       | No. 4   | E        | 9 -- 15  | 0.20 --  | 0.13 -- |
| Application |         |          |          | 0.29     | 0.22    |
+-------------+---------+----------+----------+----------+---------+
| 3^rd^       | Sand    | F        | 9 -- 15  | 0.16 --  | 0.09 -- |
| Application |         |          |          | 0.26     | 0.18    |
+-------------+---------+----------+----------+----------+---------+
| **3B (5/8   |         |          |          |          |         |
| inch)**     |         |          |          |          |         |
+-------------+---------+----------+----------+----------+---------+
| 1^st^       | 1/2     | C        | 29 -- 40 | 0.16 --  | 0.09 -- |
| Application | inch    |          |          | 0.26     | 0.18    |
+-------------+---------+----------+----------+----------+---------+
| 2^nd^       | 3/8     | D        | 15 -- 20 | 0.26 --  | 0.15 -- |
| Application | inch    |          |          | 0.33     | 0.24    |
+-------------+---------+----------+----------+----------+---------+
| 3^rd^       | No. 4   | E        | 9 -- 15  | 0.16 --  | 0.09 -- |
| Application |         |          |          | 0.26     | 0.18    |
+-------------+---------+----------+----------+----------+---------+
| **3C (3/4   |         |          |          |          |         |
| inch)**     |         |          |          |          |         |
+-------------+---------+----------+----------+----------+---------+
| 1^st^       | 3/4     | B        | 35 -- 46 | 0.20 --  | 0.13 -- |
| Application | inch    |          |          | 0.29     | 0.22    |
+-------------+---------+----------+----------+----------+---------+
| 2^nd^       | 3/8     | D        | 20 -- 26 | 0.26 --  | 0.15 -- |
| Application | inch    |          |          | 0.33     | 0.24    |
+-------------+---------+----------+----------+----------+---------+
| 3^rd^       | No. 4   | E        | 9 -- 15  | 0.20 --  | 0.13 -- |
| Application |         |          |          | 0.29     | 0.22    |
+-------------+---------+----------+----------+----------+---------+

\(1\) See Table 703-7 for aggregate gradations.

\(2\) Aggregate masses are for aggregates having a bulk specific gravity
of 2.65 as determined by AASHTO T 84 and T 85. Make proportionate
corrections when the aggregate furnished has a bulk specific gravity
above 2.75 or below 2.55.

\(3\) Adjust the asphalt content of the first application for the
condition of the road.

**409.13 Acceptance.** See Table 409-4 for sampling and testing
requirements.

Asphalt binder, and emulsified asphalt, will be evaluated under
Subsections 106.04 and 702.09.

Aggregate gradation for asphalt surface treatment will be evaluated
under Subsection 106.05.

The upper and lower specification limits are equal to the calculated
mean of all test results plus or minus the allowable deviations shown in
Table 703-7, except as follows:

**(a)** If the calculated mean value for any tested sieve exceeds the
maximum gradation value shown in Table 703-7, the upper specification is
equal to the maximum gradation value plus the allowable deviation, and
the lower specification is equal to the maximum gradation value minus
the allowable deviation.

**(b)** If the calculated mean value for any tested sieve is less than
the minimum gradation value shown in Table 703-7, the upper
specification is equal to the minimum gradation value plus the allowable
deviation, and the lower specification is equal to the minimum gradation
value minus the allowable deviation.

Construction of asphalt surface treatment course will be evaluated under
Subsections 106.02 and 106.04.

Prime coat and blotter will be evaluated under Section 411.

Measurement

**409.14** Measure the Section 409 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure surface treatment aggregate by the cubic yard in the hauling
vehicle.

Measure prime coat and blotter under Section 411.

Payment

**409.15** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 409 pay items listed in the bid
schedule except the aggregate surface treatment 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.

<table>
<colgroup>
<col style="width: 10%" />
<col style="width: 7%" />
<col style="width: 6%" />
<col style="width: 8%" />
<col style="width: 4%" />
<col style="width: 6%" />
<col style="width: 6%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 6%" />
<col style="width: 3%" />
<col style="width: 11%" />
<col style="width: 13%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 409-4</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>24 hours</td>
<td>24 hours</td>
<td>“</td>
<td>—</td>
<td rowspan="9"><p>(1) Applies to each aggregate grade furnished.</p>
<p>(2) For blotter material only.</p>
<p>(3) Applied to each asphalt material furnished.</p></td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Yes</td>
<td>Yes</td>
<td>“</td>
<td><p>2 — 1-quart</p>
<p>samples</p></td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td><p>Source of</p>
<p>material</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Production belt or spreader discharge</td>
<td>Production belt or spreader discharge</td>
<td>“</td>
<td>Point of shipment delivery</td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td>1 per type &amp; source of material</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>1 per 750 tons</td>
<td>1 per 750 tons</td>
<td>“</td>
<td>1 per tanker truck including trailer</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO T 96</td>
<td>AASHTO T 104</td>
<td>ASTM D 5821</td>
<td>ASTM D 4791</td>
<td>AASHTO T 210</td>
<td>AASHTO T 112</td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>ASTM D 5821</td>
<td>AASHTO T 89</td>
<td>Subsection 409.13</td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>I</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>LA abrasion</td>
<td>Sodium sulfate soundness loss (course &amp; fine)</td>
<td>Fractured faces</td>
<td>Flat &amp; elongated particles</td>
<td>Durability index (course &amp; fine)</td>
<td>Clay lumps &amp; friable particles</td>
<td>Gradation. See Table 703-7 for applicable sieves.</td>
<td>Fractured faces</td>
<td>Liquid limit <sup>(2)</sup></td>
<td>Quality</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection) (Subsection)</strong></td>
<td colspan="6"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04 &amp; 105)</p></td>
<td><p>Statistical</p>
<p>(106.05)</p></td>
<td colspan="2"><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04 &amp; 106.05)</p></td>
<td><p>Measured and tested</p>
<p>for conformance</p>
<p>(106.04)</p></td>
</tr>
<tr class="odd">
<td><p><strong>Material or</strong></p>
<p><strong>Product</strong></p></td>
<td colspan="6"><p>Aggregate surface treatment source quality
<sup>(1)</sup></p>
<p>(703.10)</p></td>
<td colspan="3"><p>Aggregate surface treatment</p>
<p>aggregate <sup>(1)</sup></p></td>
<td><p>Asphalt binder <sup>(3)</sup> (702.01) or</p>
<p>emulsified asphalt <sup>(3)</sup> (702.03)</p></td>
</tr>
</tbody>
</table>

## Section 410. --- SLURRY SEAL

Description

**410.01** This work consists of applying an asphalt slurry seal or a
polymer modified micro-surfacing mix on an existing pavement surface.

Slurry seal type is designated as shown in Table 703-8 with following
residual asphalt contents:

Type I --- Residual asphalt between 10.0 and 16.0 percent

Type II --- Residual asphalt between 7.5 and 13.5 percent

Type III --- Residual asphalt between 6.5 and 12.0 percent

**410.02** Conform to the following Subsections:

Aggregate 703.11

Emulsified asphalt 702.03

Emulsified asphalt, polymer modified 702.03(d)

Mineral filler 725.05

Water 725.01(c)

Construction Requirements

**410.03 Composition of Mix (Job-Mix Formula).** Furnish a slurry seal
or micro-surfacing mixture of aggregate, water, emulsified asphalt, or
polymer modified asphalt and additives according to ASTM D 3910 and ISSA
T 114. Conform to the applicable aggregate gradation in Table 703-8 and
the residual asphalt contents in Subsection 410.01.

Submit a written job-mix formula for approval at least 14 days before
production that meets the mix design requirements in ISSA A105 for
emulsified asphalt slurry seal and ISSA A143 for micro-surfacing. Submit
the following:

**(a) Aggregate gradation values.** The representative value for each
sieve size for the aggregate blend.

**(b) Emulsified asphalt content.** The residual asphalt content, as a
percent by mass of dry aggregate.

**(c) Aggregate samples.** 100-pound sample of each aggregate.

**(d) Emulsified asphalt sample.** Source of and 5-gallon sample of the
emulsified asphalt to be used in the mix.

**(e) Mineral filler samples.** 50-pound sample of each proposed mineral
filler, when applicable.

The job-mix formula will be evaluated for approval.

**410.04 Equipment.** Furnish equipment with the following capabilities:

**(a) Mixing equipment.**

**(1)** Self-propelled;

**(2)** Continuous-flow mixing;

**(3)** Calibrated controls;

**(4)** Easily readable metering devices that accurately measure all raw
material before entering the pugmill;

**(5)** Automated system for sequencing in all raw material to ensure
constant slurry mix;

**(6)** Mixing chamber to thoroughly blend all ingredients together;

**(7)** Fines feeder with an accurate metering device for introducing
additive into the mixer where the aggregate is introduced into the
mixer;

**(8)** A pressurized water system with a fog-type spray bar capable of
fogging the surface immediately ahead of the spreading equipment at a
rate of 0.03 to 0.06 gallons per square yard;

**(9)** Proportioning system that is accurate for measuring all material
independent of the engine speed;

**(10)** Minimum speed of 60 feet per minute and maximum speed of 180
feet per minute;

**(11)** Minimum storage capacity of 7 tons; and

**(12)** Capable according to ISSA Performance Guidelines A 105 or A
143.

**(b) Mechanical-type single squeegee spreader box.**

**(1)** Attaches to the slurry seal mixer;

**(2)** Flexible squeegee in contact with the surface to prevent loss of
slurry;

**(3)** Adjustable to ensure a uniform spread over varying grades and
crowns;

**(4)** Adjustable in width with a flexible strike-off; and

**(5)** Augers for uniform flow to edges.

**(c) Auxiliary equipment.** Furnish hand squeegees, shovels, and other
equipment necessary to perform the work. Provide cleaning equipment
including, but not limited to, power brooms, air compressors, water
flushing equipment, and hand brooms for surface preparation.

**410.05 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.

**410.06 Weather Limitations.** Apply the mixture when the air
temperature in the shade and the surface temperature are at least 45 °F
and rising and when the weather is not foggy, rainy, or overcast. Do not
apply when there is a danger that the finished product will freeze
within 24 hours.

**410.07 Application.** Mix the materials using a slurry seal mixer. Fog
the surface with water immediately preceding the spreader.

Blend the additive with the aggregate using the fines feeder. Pre-wet
the aggregate in the pugmill immediately before mixing with the
emulsified asphalt.

Mix the surfacing materials a maximum of 4 minutes. Ensure the mix is of
the desired consistency as it leaves the mixer and conforms to the
approved job-mix formula. Adjustment of the mineral filler and the
emulsified asphalt content during construction may be approved to adjust
for variations in field conditions.

Carry sufficient mix in the spreader to completely cover the surface.
Spread the mix with a mechanical-type single squeegee spreader box. In
areas not accessible to the spreader box, use hand squeegees to work the
mix.

Allow treated areas to completely cure before opening to traffic. Cure
is complete when clear water can be pressed out of the mix with a piece
of paper without discoloring the paper.

**410.08 Acceptance.** See Table 410-1 for sampling and testing
requirements.

Emulsified asphalt or polymer modified asphalt will be evaluated under
Subsections 106.03 and 702.09.

Aggregate for surfacing mixture will be evaluated under Subsections
106.02 and 106.04.

Construction of the surfacing will be evaluated under Subsections 106.02
and 106.04.

Measurement

**410.09** Measure the Section 410 items listed in the bid schedule
according to Subsection 109.02.

Payment

**410.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 410 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+--------+-------------+-------------+-------------+--------+
| Table  | **Rep  | Before      | "           | "           | "      |
| 410-1  | orting | using       |             |             |        |
|        | Time** |             |             |             |        |
| Sa     |        | in work     |             |             |        |
| mpling |        |             |             |             |        |
| and    |        |             |             |             |        |
| T      |        |             |             |             |        |
| esting |        |             |             |             |        |
| Requir |        |             |             |             |        |
| ements |        |             |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | **S    | Yes, when   | "           | "           | "      |
|        | plit** | requested   |             |             |        |
|        |        |             |             |             |        |
|        | **Sa   |             |             |             |        |
|        | mple** |             |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | *      | Production  | Aggregate   | "           | Prod   |
|        | *Point | output or   | source      |             | uction |
|        | of     | stockpile   |             |             | output |
|        | Samp   |             |             |             | or     |
|        | ling** |             |             |             | sto    |
|        |        |             |             |             | ckpile |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Samp | 1 per 500   | 1 per       | "           | "      |
|        | ling** | tons        | aggregate   |             |        |
|        |        |             |             |             |        |
|        | *      |             |             |             |        |
|        | *Frequ |             |             |             |        |
|        | ency** |             |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Test | AASHTO T 27 | AASHTO T 96 | AASHTO T    | AASHTO |
|        | M      |             |             | 104         | T 176, |
|        | ethods | & T 11      |             |             |        |
|        | Spec   |             |             |             | alt    |
|        | ificat |             |             |             | ernate |
|        | ions** |             |             |             | method |
|        |        |             |             |             | no. 2, |
|        |        |             |             |             |        |
|        |        |             |             |             | ref    |
|        |        |             |             |             | erence |
|        |        |             |             |             | method |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Cate | ---         | ---         | ---         | ---    |
|        | gory** |             |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Char | Gradation   | LA abrasion | Soundness   | Sand   |
|        | acteri |             |             |             | equi   |
|        | stic** |             |             | (micr       | valent |
|        |        |             |             | o-surfacing |        |
|        |        |             |             | only)       |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Type | Measured    |             |             |        |
|        | of     | and tested  |             |             |        |
|        | Acce   |             |             |             |        |
|        | ptance | for         |             |             |        |
|        | (S     | conformance |             |             |        |
|        | ubsect | (106.04)    |             |             |        |
|        | ion)** |             |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+
|        | **Ma   | Aggregates  |             |             |        |
|        | terial | for         |             |             |        |
|        | or     | surfacing   |             |             |        |
|        | Pro    | mixture     |             |             |        |
|        | duct** |             |             |             |        |
|        |        | (703.11)    |             |             |        |
+--------+--------+-------------+-------------+-------------+--------+

## Section 411. --- ASPHALT PRIME COAT

Description

**411.01** This work consists of applying a cut-back or emulsified
asphalt prime coat.

Prime coat asphalt grade is designated as shown in AASHTO M 140 or M 208
for emulsified asphalt and AASHTO M 81 or M 82 for cut-back asphalt.

Material

**411.02** Conform to the following Subsections:

Blotter 703.13

Cut-back asphalt 702.02

Emulsified asphalt 702.03

Water 725.01(c)

Construction Requirements

**411.03 Equipment.** Use equipment conforming to Subsection 409.04.

**411.04 Surface Preparation.** Prepare the surface to be primed
according to Subsection 301.05 and 301.06.

**411.05 Weather Limitations.** Apply prime coat on a dry or slightly
damp surface when the air temperature in the shade and the pavement
surface temperature are at least 50 ºF and rising and when the weather
is not foggy or rainy.

**411.06 Asphalt Application.** When required, lightly spray the surface
with water before applying the prime coat. Apply asphalt according to
Subsection 409.08 at a rate of 0.10 to 0.50 gallons per square yard for
optimum penetration.

Where using an emulsified asphalt that is not formulated as a
penetrating prime coat material, dampen the roadway surface and scarify
1 to 2 inches deep. When required, dilute a slow-setting emulsified
asphalt by adding an equal amount of water. Apply the emulsified asphalt
at a rate of 0.10 to 0.30 gallons per square yard. Immediately process,
respread, and compact the material.

Cure surfaces primed with emulsified asphalt for not less than 24 hours
and surfaces primed with cut-back asphalt for not less than 3 days
before covering with the next course.

Until the next course is placed, maintain the primed surface and keep it
free of corrugations by broom dragging.

Where traffic is routed over a primed surface before the asphalt
material has been completely absorbed, or to minimize damage by rain,
spread blotter to cover the unabsorbed asphalt. Remove excess blotter as
soon as practicable after excess asphalt is absorbed. Remove all dirt or
other deleterious material and repair all damaged areas before placing
the next course.

**411.07 Acceptance.** Emulsified asphalt and cut-back asphalt will be
evaluated under Subsections 106.04 and 702.09.

Aggregate for blotter will be evaluated under Subsection 106.03.

Construction of the prime coat will be evaluated under Subsections
106.02 and 106.04.

Surface preparation will be evaluated under Section 301.

Measurement

**411.08** Measure the Section 411 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure prime coat asphalt including water added for dilution.

Measure blotter by the cubic yard in the hauling vehicle.

Payment

**411.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 411 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 412. --- ASPHALT TACK COAT

Description

**412.01** This work consists of applying an emulsified asphalt tack
coat.

Tack coat emulsified asphalt grade is designated as shown in AASHTO
M 140 or M 208.

Material

**412.02** Conform to the following Subsection:

Emulsified asphalt 702.03

Construction Requirements

**412.03 Equipment.** Use equipment conforming to Subsection 409.04.

**412.04 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.
When the surface is concrete, remove excess joint and crack filler.

**412.05 Weather Limitations.** Apply asphalt tack coat on a dry,
unfrozen surface when the air temperature in the shade is above 35 ºF
and rising.

**412.06 Asphalt Application.** Where using slow-setting emulsified
asphalt, dilute by adding an equal amount of water to the emulsified
asphalt.

Apply the asphalt according to Subsection 409.08 at a rate of 0.03 to
0.15 gallons per square yard. When a tack coat cannot be applied with an
asphalt distributor spray bar, apply the tack coat uniformly and
completely by fogging with a hand spray attachment or by another
approved method.

If excess asphalt material is applied, squeegee the excess from the
surface. Allow the tacked surfaces to completely cure before placing the
covering course. Place the covering course within 4 hours of placing the
tack coat.

**412.07 Acceptance.** Emulsified asphalt will be evaluated under
Subsections 106.04 and 702.09.

Construction of the tack coat will be evaluated under Subsections 106.02
and 106.04.

Surface preparation will be evaluated under Section 303.

Measurement

**412.08** Measure the Section 412 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure tack coat including water added for dilution.

Payment

**412.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 412 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 413. --- ASPHALT PAVEMENT MILLING

Description

**413.01** This work consists of removing asphalt pavement by a cold
milling process.

Construction Requirements

**413.02 Equipment --- Milling Machine.** Furnish equipment with the
following capabilities:

**(a)** Self-propelled;

**(b)** Sufficient power, traction, and stability to accurately maintain
depth of cut;

**(c)** Capable of removing the pavement thickness to provide profile
and cross slope;

**(d)** Automatic system to control grade elevations by referencing from
the existing pavement by means of a ski or matching shoe or from an
independent grade control;

**(e)** Automatic system to maintain cross slope;

**(f)** System to effectively limit dust and other particulate matter
from escaping removal operations;

**(g)** Loading system or adequate support equipment to completely
recover milled material at removal rate; and

**(h)** Cutting width equal to at least one third of the lane width.

**413.03 Milling.** Use a longitudinal reference to accurately guide the
machine. References may include a curb, edge of pavement, or string
attached to the pavement surface. Mill in a longitudinal direction.

Mill the transverse slope to within 1/4 inch in 10 feet of the required
slope. Transition from one transverse slope to another at a uniform
rate. Uniformly mill the entire roadway lane width so the cross-section
of the new surface forms a straight line.

Transition between different depths of cut at a uniform rate of 1/2 inch
of depth per 10 feet. At the beginning and end of the milling work,
construct a smooth transition to the original surface at this rate. Do
not leave an exposed vertical edge perpendicular to the direction of
travel. When the pavement remains open to traffic, limit differences in
elevation between adjacent lanes according to Subsection 401.15.

Mill the surface to a smoothness conforming to Subsection 404.08.

Use a rotary broom and vacuum immediately behind the milling operations
to remove and completely recover all loose material. Minimize the escape
of dust into the air. Dispose of recovered milled material according to
Subsection 211.02(a)(2).

Before opening to traffic, patch milled travel lanes according to
Subsection 635.17.

**413.04 Acceptance.** Asphalt pavement milling will be evaluated under
Subsections 106.02 and 106.04.

Smoothness of milled surface will be evaluated under Section 404.

Measurement

**413.05** Measure the Section 413 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure square yard width horizontally. Measure the length horizontally
along the centerline of the roadway.

Payment

**413.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 413 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 414. --- ASPHALT PAVEMENT CRACK AND JOINT SEALING

Description

**414.01** This work consists of sealing cracks and joints.

Material

**414.02** Conform to the following Section and Subsections:

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Fine aggregate 703.07(b)

Joint sealant 712.01(a)

Slurry seal 410

Construction Requirements

**414.03 Equipment.** Furnish equipment with the following capabilities:

**(a) Power saw and blades.** Saw and blades of such size and
configuration that saw cuts can be made with one pass. Spacers are not
allowed.

**(b) Router.** Power rotary impact router or vertical spindle router
capable of cleaning cracks or joints to the required depth and width.

**(c) Hot-compressed air lance.** A lance capable of providing clean,
oil-free compressed air at a volume of 100 cubic feet per minute at a
pressure of 120 pounds per square inch and at a temperature of 2000 ºF.

**(d) Application wand.** A crack sealant applicator wand attached to a
heated hose that is attached to a heated sealant chamber. The
temperature controls shall maintain temperature of the sealant within
manufacturer\'s tolerances.

**(e) Heating kettle.** An indirect-heating-type double boiler with the
space between the inner and outer shells filled with oil or other heat
transfer medium capable of constant agitation. Provide an accurate and
calibrated thermometer having a range from 200 to 600 ºF in 5 ºF
graduations. Locate the thermometer such that the temperature of the
joint sealant may be safely checked.

**(f) Squeegee.** A hand-held squeegee for ensuring that the crack is
filled to the existing surface.

**414.04 Saw Cutting and Joint Sealing.** Saw cut, clean, and seal
joints in a continuous operation. Either dry or wet cutting is allowed.

Clean dry-sawed joints with a stream of air sufficient to remove all
dirt, dust, or deleterious matter adhering to the joint walls or
remaining in the joint cavity. Blow or brush dry material off the
pavement surface.

Clean wet-sawed joints with a water blast, 50 pounds per square inch
minimum, immediately after sawing to remove any sawing slurry, dirt, or
deleterious matter adhering to the joint walls or remaining in the joint
cavity. Immediately flush all sawing slurry from the pavement surface.
Blow wet-sawed joints with air to dry joint surfaces.

Do not allow traffic to knead together or damage the sawed joints. If
cleaning operations cause interference with traffic, provide protective
screening.

Place the sealant when the pavement surface temperature is 40 ºF or
higher. Discontinue operations when weather conditions detrimentally
affect the quality of forming joints and applying sealants.

Submit a copy of and adhere to the manufacturer\'s recommendations for
heating and applying the joint sealant. Heat the joint sealant in a
heating kettle. Do not heat the sealant above the safe heating
temperature recommended by the manufacturer. Do not hold the material at
the pouring temperature for more than 6 hours and do not reheat the
material.

Place a bond breaker tape designed for use with hot-poured sealant in
the bottom of the saw cut joint.

Seal the joints with an applicator wand when the sealant material is at
the pouring temperature. Heat or insulate the applicator wand to
maintain the pouring temperature of the sealant during placing
operation. Return the applicator wand to the machine and recirculate the
joint sealant material immediately after sealing each joint.

Seal each joint such that, after cooling, the level of the sealant is no
more than 1/8 inch below the pavement surface, but not above the
pavement surface. Use a squeegee to ensure that a 3‑inch wide band is
centered on the finished sealed crack.

Wait for the sealant to be tack free before opening the joint to
traffic. Do not spread blotter on the sealed joints to allow early
opening to traffic.

**414.05 Crack Cleaning and Sealing.** Clean the existing surface of all
loose material, dirt, or other deleterious substances by brooming,
flushing with water, or other approved methods. When specified, rout and
clean all cracks with an average opening of 1/4 inch or more to make a
sealant reservoir to the depth of the routed crack or at least 3/4 inch
deep. Dry cracks before sealing.

When using the hot-compressed air lance, keep it moving so as not to
burn the surrounding pavement and the joint. Place and finish sealant
within 5 minutes after heating with the hot-compressed air lance.

For cracks with a 1/2-inch width or less, seal with hot-poured elastic
sealant according to Subsection 414.04.

For cracks with a width greater than 1/2 inch and less than 1 inch, seal
with an approved slurry seal mix, fine aggregate-asphalt binder mix, or
fine aggregate-emulsified asphalt mix. Use a squeegee or other suitable
equipment to force the mix into the cracks.

Immediately screed the joint sealant or asphalt mix to the elevation of
the existing surface. Use a squeegee to ensure that a 3-inch wide band
is centered on the finished sealed crack. Cover the sealed crack with a
light application of blotter.

For cracks with a width greater than or equal to 1 inch, fill flush to
the existing surface with asphalt mix according to Section 401, 402,
403, 404, or 417.

**414.06 Resealing Defective Joints or Cracks.** Reseal areas exhibiting
adhesion failure, damage, missed areas, foreign objects in the sealant,
or other problems that can accelerate failure.

**414.07 Acceptance.** Material for asphalt pavement crack and joint
sealing will be evaluated under Subsections 106.02 and 106.03.

Asphalt pavement crack and joint sealing will be evaluated under
Subsection 106.04.

Measurement

**414.08** Measure the Section 414 items listed in the bid schedule
according to Subsection 109.02.

Payment

**414.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 414 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 415. --- PAVING GEOTEXTILES

Description

**415.01** This work consists of furnishing and placing a paving
geotextile and asphalt sealant between pavement layers to form a
waterproofing and stress-relieving membrane within the pavement
structure.

Material

**415.02** Conform to the following Subsections:

Asphalt binder 702.01

Blotter 703.13

Emulsified asphalt 702.03

Geotextile type VI 714.01

Joint sealant 712.01(a)

Construction Requirements

**415.03 Surface Preparation.** Prepare the surface to receive the
geotextile fabric according to Subsection 410.05.

**415.04 Weather Limitations.** Apply asphalt sealant and paving
geotextile on a dry surface when the pavement surface temperature is at
least 55 ºF and rising.

**415.05 Asphalt Sealant Application.** Use asphalt binders within a
temperature range of 290 to 325 ºF. Use emulsified asphalts within a
temperature range of 130 to 160 ºF.

Apply the asphalt sealant to the pavement surface according to
Subsection 409.08 at a rate of 0.20 to 0.30 gallons per square yard.

Spray the asphalt sealant 6 inches wider than the paving geotextile. Do
not apply the asphalt sealant any farther in advance of the paving
geotextile placement than can be maintained free of traffic.

Where emulsified asphalt is used, allow the emulsion to break before
placing the paving geotextile.

Where asphalt binder is used, place the paving geotextile before the
asphalt has cooled and lost tackiness.

**415.06 Paving Geotextile Placement.** Place the paving geotextile onto
the asphalt sealant with minimal wrinkling. Slit, lay flat, and tack all
wrinkles or folds higher than 1 inch. Broom and roll the paving
geotextile to maximize fabric contact with the pavement surface.

At geotextile joints, overlap the geotextile 6 inches to ensure full
closure. Overlap transverse joints in the direction of paving to prevent
edge pickup by the paver. Apply additional asphalt sealant to paving
geotextile overlaps to ensure proper bonding of the double fabric layer.

If asphalt sealant bleeds through the fabric, treat the affected areas
with blotter. Minimize traffic on the geotextile. If circumstances
require traffic on the membrane, apply blotter and place *"Slippery When
Wet\"* signs.

Broom the excess blotter from the geotextile surface before placing the
overlay. Repair all damaged fabric before placing overlay. Apply a light
tack coat according to Section 412 before placing the overlay. To avoid
damaging the geotextile, do not turn equipment on the geotextile.

Place a hot asphalt concrete overlay within 48 hours after placing the
paving geotextile. Limit the lay-down temperature of the mix to a
maximum of 325 ºF except when the paving geotextile contains
polypropylene fibers. For paving geotextiles containing polypropylene
fibers, limit the lay-down temperature of the mix to a maximum of 300
ºF.

**415.07 Acceptance.** Asphalt binder will be evaluated under
Subsections 106.04 and 702.09. Geotextile material will be evaluated
under Subsections 106.02, 106.03, and 714.01.

Placement of the paving geotextile will be evaluated under Subsections
106.02 and 106.04.

Blotter will be evaluated under Section 411.

Surface preparation will be evaluated under Section 410.

Measurement

**415.08** Measure the Section 415 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure blotter under Section 411.

Payment

**415.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 415 pay items listed in the bid
schedule. Payments will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 416. --- CONTINUOUS COLD RECYCLED

## ASPHALT BASE COURSE

Description

**416.01** This work consists of constructing a recycled asphalt base
course using methods and equipment capable of recycling and relaying the
material in a one-pass operation.

Continuous cold recycled asphalt base course compaction is designated
type A or B as shown in Subsection 416.08.

Emulsified asphalt grades for emulsified binder agent and sealing
emulsion are designated as shown in AASHTO M 140 or M 208.

Material

**416.02** Conform to the following Subsections:

Emulsified binder agent 702.03

Quicklime 702.08(c)

Recycling agent 702.06

Sealing emulsion 702.03

Water 725.01(c)

Construction Requirements

**416.03 Submittals.**

**(a) Material.** When type A compaction is designated, submit the
following at least 28 days before recycling:

**(1)** Ten pavement cores at least 6 inches in diameter from randomly
selected sites;

**(2)** Source of and 2 gallons of emulsified binder agent;

**(3)** Two pounds of quicklime if quicklime is included in the bid
schedule; and

**(4)** Material safety data sheets.

The CO will perform a mix design and provide an initial application rate
for emulsified binder agent, recycling agent, and quicklime, as
applicable.

**(b) Specialty qualifications.** At least 14 days before recycling,
submit the name, qualifications, and references of a competent person
with extensive recycling experience to be responsible for the recycling
operations. This individual\'s responsibilities are identified in
Subsection 416.07(c).

**(c) Sequence of operations.** At least 14 days before recycling,
submit the proposed equipment, manpower, and sequence of operations.

**416.04 Surface Preparation.** Clean the existing surface of all loose
material, dirt, or other deleterious substances by approved methods.
Clear, grub, and remove all vegetation and debris within 2 feet of the
pavement to be recycled.

**416.05 Weather Limitations.** Place the emulsified asphalt pavement on
a dry, unfrozen surface only when the air temperature in the shade is
above 50 ºF and the pavement surface temperature is above 40 ºF.

Do not place emulsified asphalt mix when fog, showers, rain, frost, or
temperatures below 35 ºF are anticipated within 24 hours following the
placement of the mix.

**416.06 Pavement Milling.** Use equipment that is:

**(a)** Self-propelled;

**(b)** Equipped with automatic depth controls;

**(c)** Capable of maintaining the required cutting depth;

**(d)** Capable of milling to the required depth in a single pass of
half the existing pavement width or one lane width, whichever is
greater; and

**(e)** Capable of screening and crushing material.

Do not disturb underlying material.

Reduce oversize particles to a maximum particle size of 1 inch.

**416.07 Mixing and Proportioning.** Produce a homogeneous and
uniformly-coated mixture of milled paving material, emulsified binder
agent, and water.

**(a) Equipment.** Use self-propelled equipment with:

**(1)** A positive displacement pump with an automatic interlock system
that allows the addition of emulsified binder agent and recycling agent
only when milled material is present in the mixing chamber and
automatically shuts off when the machine is stopped. The pump must be
capable of supplying from 0 to 10 percent emulsified binder agent by
mass of aggregate to within ±0.1 percent of the desired application
rate.

**(2)** A weighing device calibrated and synchronized with the
emulsified binder agent metering pump to regulate the emulsified binder
agent added to the material in the mixing chamber.

**(3)** A meter for monitoring flow rate and total delivery of
emulsified binder agent and recycling agent into the mix.

**(b) Quicklime.** When there is an item in the bid schedule for
quicklime, incorporate quicklime using one of the following methods:

**(1) Dry.** Use a calibrated spreader to place pelletized quicklime on
the existing pavement ahead of the recycling operation. Place quicklime
within the width of the milling head. After milling, add sufficient
water to slake the quicklime.

**(2) Slurry.** Use mixing equipment designed for producing lime
slurries. Equip the slurry plant operations with scales and meters to
proportion quicklime and water within 0.5 percent by mass. Agitate the
transport tanks to keep the lime in suspension. Provide a consistent
pumpable lime slurry with the appropriate amount of quicklime to be
incorporated into the recycled asphalt pavement. Introduce the lime
slurry at the milling head. Meter lime slurry to within ±10 percent of
the required amount.

**(c) Monitoring.** Continuously monitor and evaluate the
milling/mixing/placing operations and make adjustments to proportioning
or operational procedures as appropriate to maximize the quality and
serviceability of the final recycled asphalt base product. Adjustments
may include the application rate for emulsified binder agent,
application of quicklime, application of water, changes to the recycling
operation to address distinct variations in existing pavement and
material conditions, changes due to variation in shoulder material, and
termination of operations due to abnormal or questionable product.

**416.08 Spreading, Finishing, and Compacting.** Use a paver conforming
to Subsection 401.05 that is capable of picking up the entire windrow
and feeding it into the paver hopper. Do not heat the screed.

Place, spread, and strike off the recycled mix to the required line,
grade, and elevation.

**(a) Initial compaction.** Compact using the designated type:

**(1) Type A.** One to 2 hours after placing the recycled mix, compact
the recycled mix according to Subsection 401.14 except use pneumatic
roller(s) weighing at least 27 tons. Do not park or idle rollers on
uncompacted recycled material. Initially compact with pneumatic rollers
until no displacement is visible. Use steel-wheel roller(s), either in
static or vibratory mode, to achieve final density.

Compact the recycled mix until it obtains a minimum density, immediately
after placing and rolling, of 88 percent of a laboratory specimen
prepared according to AASHTO T 247 at 140 ºF. Measure the density of the
laboratory specimen according to AASHTO T 166. Measure the density of
the inplace recycled mix according to AASHTO T 310.

**(2) Type B.** Compact the recycled mix using the following equipment,
sequence, and number of roller passes:

*(a)* 6 to 8 roller passes with a double drum, vibratory roller having a
minimum mass of 5.5 tons and equipped with frequency and amplitude
controls.

*(b)* 8 to 12 roller passes with a pneumatic-tired roller having a
minimum mass of 2000 pounds per wheel and a contact pressure of 80
pounds per square inch.

*(c)* 4 to 6 roller passes with a static steel-wheel roller with a
minimum pressure of 250 pounds per square inch.

Keep all traffic and equipment off of the recycled asphalt base for at
least 2 hours after completing initial compaction.

**(b) Pavement smoothness.** Immediately after initial compaction is
complete, measure pavement smoothness according to Subsection 401.16(c).
Defective areas are surface deviations in excess of 3/8 inch in 10 feet.
Correct defective areas according to Subsection 401.16(d).

**(c) Final compaction.** Compact using the designated type:

**(1) Type A.** Before the next surfacing course is placed, compact the
recycled mix until it obtains a minimum density of 92 percent of the
laboratory specimen.

**(2) Type B.** At least 3 days after initial compaction, continue
compactive effort with the pneumatic and static steel wheel rollers when
the surface temperature is greater than 72 ºF. Use a minimum of four
passes over the entire surface with each roller.

**(d) Curing.** Repair damage to the recycled asphalt base.

**(1) Recycled mix with quicklime.** Overlay the recycled base within 21
days after recycling.

**(2) Recycled mix without quicklime.** Overlay after the recycled base
has cured 7 to 21 days. Do not overlay until the moisture content of the
recycled base is less than or equal to 1.5 percent according to AASHTO T
310 or until 21 days after recycling.

**416.09 Fog Seal.** When there is a pay item for fog seal in the bid
schedule and when directed by the CO, place a fog seal on the surface of
the recycled base after final compaction. Dilute the fog seal 50 percent
by volume with water and apply it at a rate of 0.04 to 0.20 gallons per
square yard. Place blotter according to Section 411.

**416.10 Acceptance.** See Table 416-1 for sampling and testing
requirements.

Emulsified binder material will be evaluated under Subsections 106.03,
106.04, and 702.09.

Quicklime will be evaluated under Subsection 106.03.

Construction of continuous cold recycled asphalt base course will be
evaluated under Subsections 106.02 and 106.04. Type A compaction will be
evaluated under Subsection 106.04.

Pavement smoothness will be evaluated under Subsections 106.02 and
106.04.

Blotter material will be evaluated under Section 411.

Measurement

**416.11** Measure the Section 416 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the square yard width horizontally to include the top of base
width including designed widening. Measure the square yard length
horizontally along the centerline of the roadway.

Measure sealing emulsion including water used for dilution.

Payment

**416.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 416 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+---------+------+------------+---------+--------+-----------+------+
| Table   | **R  | ---        | 4 hours | ---    | ---       | \    |
| 416-1   | epor |            |         |        |           | (1\) |
|         | ting |            |         |        |           | Tes  |
| S       | Ti   |            |         |        |           | ting |
| ampling | me** |            |         |        |           | requ |
| and     |      |            |         |        |           | ired |
| Testing |      |            |         |        |           | when |
| Requi   |      |            |         |        |           | cold |
| rements |      |            |         |        |           | recy |
|         |      |            |         |        |           | cled |
|         |      |            |         |        |           | asp  |
|         |      |            |         |        |           | halt |
|         |      |            |         |        |           | base |
|         |      |            |         |        |           | co   |
|         |      |            |         |        |           | urse |
|         |      |            |         |        |           | co   |
|         |      |            |         |        |           | mpac |
|         |      |            |         |        |           | tion |
|         |      |            |         |        |           | is   |
|         |      |            |         |        |           | de   |
|         |      |            |         |        |           | sign |
|         |      |            |         |        |           | ated |
|         |      |            |         |        |           | type |
|         |      |            |         |        |           | A.   |
|         |      |            |         |        |           |      |
|         |      |            |         |        |           | \    |
|         |      |            |         |        |           | (2\) |
|         |      |            |         |        |           | See  |
|         |      |            |         |        |           | Su   |
|         |      |            |         |        |           | bsec |
|         |      |            |         |        |           | tion |
|         |      |            |         |        |           | 416  |
|         |      |            |         |        |           | .08. |
+---------+------+------------+---------+--------+-----------+------+
|         | *    | 2 ---      | ---     | ---    | Yes       |      |
|         | *Spl | 1-quart    |         |        |           |      |
|         | it** |            |         |        |           |      |
|         |      | samples    |         |        |           |      |
|         | **   |            |         |        |           |      |
|         | Samp |            |         |        |           |      |
|         | le** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **Sa | Line       | In      | ---    | Line      |      |
|         | mpli | between    | place   |        | between   |      |
|         | ng** | storage    | after   |        | storage   |      |
|         |      | tank &     | c       |        | tank &    |      |
|         | *    | mixing     | ompacti |        | mixing    |      |
|         | *Poi | plant      | on^(2)^ |        | plant     |      |
|         | nt** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **Sa | 1 per      | 1 per   | ---    | 1 per 130 |      |
|         | mpli | submitted  | 1200    |        | tons but  |      |
|         | ng** | source     | yd²     |        | not       |      |
|         |      |            |         |        |           |      |
|         | *    |            |         |        | less than |      |
|         | *Fre |            |         |        | 5 samples |      |
|         | quen |            |         |        |           |      |
|         | cy** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **   | Subsection | AASHTO  | Subs   | S         |      |
|         | Test | 702.03     | T 310   | ection | ubsection |      |
|         | Met  |            |         | 403.16 | 702.03    |      |
|         | hods |            |         |        |           |      |
|         | Spec |            |         |        |           |      |
|         | ific |            |         |        |           |      |
|         | atio |            |         |        |           |      |
|         | ns** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **Ca | ---        | ---     | ---    | ---       |      |
|         | tego |            |         |        |           |      |
|         | ry** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **   | Quality    | I       | > Smoo | Quality   |      |
|         | Char |            | n-place | thness |           |      |
|         | acte |            |         |        |           |      |
|         | rist |            | density |        |           |      |
|         | ic** |            | ^(1)^   |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **   | Measured   | M       |        |           |      |
|         | Type | and tested | easured |        |           |      |
|         | of   |            | and     |        |           |      |
|         | Ac   | for        | tested  |        |           |      |
|         | cept | c          |         |        |           |      |
|         | ance | onformance | for     |        |           |      |
|         | (S   | (106.04)   | conf    |        |           |      |
|         | ubse |            | ormance |        |           |      |
|         | ctio |            | (       |        |           |      |
|         | n)** |            | 106.04) |        |           |      |
+---------+------+------------+---------+--------+-----------+------+
|         | **   | Emulsified | R       |        |           |      |
|         | Mate |            | ecycled |        |           |      |
|         | rial | asphalt    | mix     |        |           |      |
|         | or   |            |         |        |           |      |
|         | P    |            |         |        |           |      |
|         | rodu |            |         |        |           |      |
|         | ct** |            |         |        |           |      |
+---------+------+------------+---------+--------+-----------+------+

## Section 417. --- MINOR COLD ASPHALT MIX

Description

**417.01** This work consists of furnishing and placing one or more
courses of cold asphalt mix. This work also consists of furnishing and
placing cold asphalt mix as a patching material for temporary roadway
maintenance.

Material

**417.02** Conform to the following Subsection:

Cold asphalt mix 702.10

Construction Requirements

**417.03 Composition of Mix (Job-Mix Formula).** Submit the strength,
quality, and gradation specifications for the cold asphalt mix. Include
copies of laboratory test reports that demonstrate the properties of the
aggregates, asphalt binder, additives, and mix meet Federal or State
agency specifications.

**417.04 Surface Preparation.** Prepare the surface according to
Subsection 303.05, 303.06, or 410.05 as applicable.

**417.05 Placing.** Place the mix with appropriate equipment to produce
a uniform surface. For roadway paving, do not place lifts thicker than 4
inches. In areas where mechanical spreading and finishing is
impractical, spread and finish each course by hand raking, screeding, or
by other approved methods. Construct a surface that is uniform in
texture and cross-section. Construct joints or tapers as required.

**417.06 Compacting.**

**(a) Roadway paving.** Compact by rolling with a steel-wheeled roller
weighing at least 8 tons.

**(b) Non-roadway paving and patching.** Compact by rolling with a
hand-operated roller weighing at least 300 pounds or with a small power
roller.

Compact areas that are not accessible to rollers by other approved
methods.

**417.07 Acceptance.** Minor cold asphalt mix will be evaluated under
Subsections 106.02 and 106.03.

Minor cold asphalt mix construction work will be evaluated under
Subsections 106.02 and 106.04.

Measurement

**417.08** Measure the Section 417 items listed in the bid schedule
according to Subsection 109.02.

Payment

**417.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 417 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.