+--------------+-------------------------------------------------------+
| ![]          | Federal Aviation                                      |
| (media/image |                                                       |
| 1.jpeg){widt | Administration                                        |
| h="1.1659722 |                                                       |
| 222222222in" |                                                       |
| height       |                                                       |
| ="1.16597222 |                                                       |
| 22222222in"} |                                                       |
+--------------+-------------------------------------------------------+
| **           |                                                       |
| Memorandum** |                                                       |
+--------------+-------------------------------------------------------+

Date: Original signed by Rick Marinelli, Friday, May 12, 2006

####### From: Rick Marinelli, Manager, Airport Engineering Division, AAS-100

To: All Regions\
Attn: Manager, Airports Division

####### Prepared by: Rodney Joel, Jeffrey Rapol, Civil Engineers, Airport Engineering Division, AAS-100

Subject: Engineering Brief No. 59A Item P‑401 Plant Mix Bituminous
Pavements (Superpave)

Engineering Brief No. 59A provides information and guidance on using
Superpave asphaltic concrete mixtures. An interim specification for
mixtures designed with Superpave techniques is attached for your
information and use. The guidance is intended for use in constructing
all runway, taxiway, and apron pavements.

CANCELLATION: Engineering Brief No, 59, dated December 18, 2001 is
cancelled.

The information in the brief is not to be construed as general approval
by the Office of Airport Safety and Standards. Use of this brief on any
AIP or PFC funded project is considered a modification to standards,
with approval required at the Regional office level. This office
requests notification and a note to the project files that ITEM P‑401
PLANT MIX BITUMINOUS PAVEMENTS (SUPERPAVE) be incorporated into the
project specifications, when this brief is used.

Attachment

**ENGINEERING BRIEF NO. 59A**

**ITEM P‑401 PLANT MIX BITUMINOUS PAVEMENTS (SUPERPAVE)**

**PURPOSE:** The purpose of this engineering brief is to provide
guidance on using asphaltic concrete mixtures designed with Superpave
(gyratory) techniques.

**DEFINITION:** An asphaltic concrete mixture designed using Superpave
techniques is defined as an asphalt mixture designed using general
guidance found in two manuals published by the Asphalt Institute;

1\. Superpave Mix Design, Superpave Series No. 2 (SP‑2), and

2\. Performance Graded Asphalt, Binder Specification and Testing,
Superpave Series No. 1 (SP-1).

The guidance contained in the above publications has been modified and
inserted into several provisions of the attached interim specifications
to reflect adaptations believed necessary to maintain the level of
safety and performance expected from airport pavements. The Superpave
related modifications were recommended and reviewed by several
representatives of the asphalt industry.

**BACKGROUND:** From October 1987 through March 1993, the Strategic
Highway Research Program (SHRP) conducted a \$50 million research effort
to develop new ways to specify, test, and design asphalt materials. The
SHRP and development of related products and technology was and
continues to be administered by the Federal Highway Administration
(FHWA). One product is a new system for asphaltic concrete pavements,
referred to as Superpave, which stands for Superior Performing Asphalt
Pavements. It represents an improved system for specifying the
components of asphalt concrete, asphalt mixture design and analysis, and
asphalt pavement performance. In 1994, the Federal Aviation
Administration funded studies by the U.S. Army Corps of Engineers to
evaluate SHRP products for applications to airport pavements. The study
indicates that using asphaltic concrete mixtures designed with Superpave
techniques is not directly applicable to heavy-duty airport pavements.
However, the system may prove adequate and directly applicable to
light-duty airport pavements.

Recent improvements and refinements to the Superpave mixture design
parameters and the apparent successful use of these modifications on
several projects across the country has resulted in additional requests
to use Superpave mixtures. Many of the provisions in the interim
specification have been adopted in provisional specification published
by the American Association of State Highway Transportation Officials
(AASHTO). In addition, performance graded asphalt grade bumping
guidance, believed to be consistent with Asphalt Institute, AASHTO
provisional guidance, and discussions with NCAT officials is included.

Information and references to SHRP and Superpave are available on the
world-wide web sites from the FHWA, AASHTO, NCAT and the Asphalt
Institute.

**ACKNOWLEDGEMENT:** A draft specification was prepared in December 1999
with the assistance of the FAA Central Region Paving Engineer and the
HWS Consulting Group. The AASHTO provisional guidance for performance
graded asphalt grade bumping, was provided by the Asphalt Institute. The
original specification was reviewed by NCAT officials, and all NCAT
comments were incorporated. Revisions to the original specification were
provided in 2005 by the Asphalt Institute, NCAT, and Mr. Bob Boyer.

**APPLICATION:** The guidance is intended for use in constructing all
runway, taxiway, and apron pavements.

**APPROVAL AUTHORITY:**

**Application to airfield pavements intended for gross aircraft weights
of 100,000 pounds or less:** Use of this brief on any AIP or PFC funded
project is considered a modification to standards, with approval
required at the Regional office level. When the attached interim
specification is used on any Airport Improvement Program (AIP) or
Passenger Facility Charge (PFC) funded project, notification of this
office and a note to the project files that ITEM P‑401 PLANT MIX
BITUMINOUS PAVEMENTS (SUPERPAVE) was incorporated into the project
specifications, is requested.

**Application to airfield pavements intended for gross aircraft weights
of 100,000 pounds or greater:** Prior approval by AAS-100 is required.

**SPECIFICATION:** Attached is an interim specification for constructing
plant-mix bituminous pavements using asphaltic concrete mixtures
designed with Superpave techniques.

![](media/image3.png){width="1.75in" height="0.5222222222222223in"}

Jeffrey L. Rapol Rodney N. Joel, P.E.

Civil Engineer Civil Engineer

#### ITEM P‑401 PLANT MIX BITUMINOUS PAVEMENTS (SUPERPAVE)

### DESCRIPTION

**401‑1.1** This item shall consist of a **\[ \]** course composed of
mineral aggregate and bituminous material mixed in a central mixing
plant and placed on a prepared course in accordance with these
specifications and shall conform to the lines, grades, thicknesses, and
typical cross sections shown on the plans. Each course shall be
constructed to the depth, typical section, or elevation required by the
plans and shall be rolled, finished, and approved before the placement
of the next course.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \***

> **Specify surface and/or leveling course(s).**
>
> **This specification is suitable for use in constructing the following
> pavements using mixtures designed with Superpave techniques:**
>
> **1. All runway, taxiway and apron pavements.**
>
> **2. All other airfield pavements such as shoulders, blast pads, or
> overruns.**
>
> **State highway department specifications may be used for access
> roads, perimeter roads, stabilized bases courses under Item P-501,
> shoulders, blast pads, and other pavements not subject to aircraft
> loading.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \***

### MATERIALS

**401‑2.1 AGGREGATE.** Aggregates shall consist of crushed stone,
crushed gravel, or crushed slag with or without sand or other inert
finely divided mineral aggregate. The portion of materials retained on
the No. 8 sieve is coarse aggregate. The portion passing the No. 8 (2.36
mm) sieve and retained on the No. 200 (0.075 mm) sieve is fine
aggregate, and the portion passing the No. 200 (0.075 mm) sieve is
mineral filler. All aggregate property tests shall be conducted by an
accredited laboratory that meets the requirements of section 401-3.5.
Aggregate test results shall not be greater than 6 months old. If test
results are provided on the combined blend, the Engineer reserves the
right to require tests on individual aggregates should a major change in
the Job Mix Formula percentages occur.

**a. Coarse Aggregate.** Coarse aggregate shall consist of sound, tough,
durable particles, free from adherent films of matter that would prevent
thorough coating and bonding with the bituminous material and be free
from organic matter and other deleterious substances. The percentage of
wear shall not be greater than 40 percent when tested in accordance with
ASTM C 131. The sodium sulfate soundness loss shall not exceed 10
percent, or the magnesium sulfate soundness loss shall not exceed 13
percent, after five cycles, when tested in accordance with ASTM C 88.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **Percentage of wear shall not exceed 40 for surface and intermediate
> courses; sodium sulfate loss should not exceed 10 percent; magnesium
> sulfate soundness loss should not exceed 13 percent. Aggregates with a
> higher percentage loss or wear may be specified, provided a
> satisfactory service record under similar conditions of service and
> exposure shall have been demonstrated.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

The combined coarse aggregate material shall contain at least 85 percent
by weight having at least one fractured face and 80% by weight having a
minimum of two (2) fractured faces. The fractured faces percentage for
any crushed gravel aggregate material, retained on the No. 8 (2.36 mm)
sieve after crushing, shall be determined in accordance with ASTM D
5821. Fractured faces shall be obtained by crushing.

The aggregate shall not contain more than 8 percent, by weight, of flat
or elongated pieces, when tested in accordance with ASTM D 4791 using a
ratio of 5:1.

Slag shall be air‑cooled, blast furnace slag, and shall have a compacted
weight of not less than 70 pounds per cubic foot (1.12 mg/cubic meter)
when tested in accordance with ASTM C 29.

**b. Fine Aggregate.** Fine aggregate shall consist of clean, sound,
durable, angular shaped particles produced by crushing stone, slag, or
gravel that meets the requirements for wear and soundness specified for
coarse aggregate. The aggregate particles shall be free from coatings of
clay, silt, or other objectionable matter and shall contain no clay
balls. The fine aggregate, including any blended material for the fine
aggregate, shall have a plasticity index of not more than 6 and a liquid
limit of not more than 25 when tested in accordance with ASTM D 4318.

Natural (nonmanufactured) sand may be used to obtain the gradation of
the aggregate blend or to improve the workability of the mix. The amount
of sand to be added will be adjusted to produce mixtures conforming to
requirements of this specification. The addition of natural sand shall
be limited such that the total combined material passing the \# 8 sieve
does not contain more than 50 % natural sand.

The fine aggregate material shall have sand equivalent value of 43 or
greater when tested in accordance with ASTM D 2419. The fine aggregate
material shall be tested in accordance with AASHTO T304, Method A.

**c. Sampling.** ASTM D 75 shall be used in sampling coarse and fine
aggregate, and ASTM C 183 shall be used in sampling mineral filler.

**401‑2.2 MINERAL FILLER.** If filler, in addition to that naturally
present in the aggregate, is necessary, it shall meet the requirements
of ASTM D 242.

**401‑2.3 BITUMINOUS MATERIAL.** The bituminous material shall conform
to the requirements of AASHTO M-320 performance graded binder
designation PG**\[ \]**. A certificate of compliance from the
manufacturer must be included with the mix design submittal.

> **\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***
>
> **Note to Engineer \-- Specification of Performance Graded asphalt
> should be consistent with the recommendations of the applicable State
> Department of Transportation and be locally available. In the absence
> of guidance from a state DOT, the recommendations from the Long Term
> Pavement Performance Binder Software, LTPPBind.exe should be used in
> conjunction with Table A. In general, a high reliability (98 percent)
> on both the high and low temperature categories is sufficiently
> conservative. Grade bumping of performance graded binders is
> permitted, and interim guidance is provided in Table A until ongoing
> research under the AAPTP program is completed.**

+---------------------------+---+---+-------------------------------------+----+
| > **Table A. Binder Grade |   |   |                                     |    |
| > Selection and Grade     |   |   |                                     |    |
| > Bumping Based on Gross  |   |   |                                     |    |
| > Aircraft Weight.**      |   |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **Determine binder      |   |   |                                     |    |
| > requirements from the   |   |   |                                     |    |
| > LTTP Bind software      |   |   |                                     |    |
| > using 98 percent        |   |   |                                     |    |
| > reliability with no     |   |   |                                     |    |
| > traffic or speed        |   |   |                                     |    |
| > adjustments. Increase   |   |   |                                     |    |
| > the high temperature    |   |   |                                     |    |
| > grade by the number of  |   |   |                                     |    |
| > grade equivalents       |   |   |                                     |    |
| > indicated (1 grade is   |   |   |                                     |    |
| > equivalent to 6 degrees |   |   |                                     |    |
| > C) below. Use the low   |   |   |                                     |    |
| > temperature grade as    |   |   |                                     |    |
| > determined from LTTP    |   |   |                                     |    |
| > Bind. (see NOTES)**     |   |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **Aircraft Gross        |   | > |                                     |    |
| > Weight**                |   |   |                                     |    |
|                           |   | * |                                     |    |
|                           |   | * |                                     |    |
|                           |   | H |                                     |    |
|                           |   | i |                                     |    |
|                           |   | g |                                     |    |
|                           |   | h |                                     |    |
|                           |   | > |                                     |    |
|                           |   |   |                                     |    |
|                           |   | T |                                     |    |
|                           |   | e |                                     |    |
|                           |   | m |                                     |    |
|                           |   | p |                                     |    |
|                           |   | e |                                     |    |
|                           |   | r |                                     |    |
|                           |   | a |                                     |    |
|                           |   | t |                                     |    |
|                           |   | u |                                     |    |
|                           |   | r |                                     |    |
|                           |   | e |                                     |    |
|                           |   | > |                                     |    |
|                           |   |   |                                     |    |
|                           |   | A |                                     |    |
|                           |   | d |                                     |    |
|                           |   | j |                                     |    |
|                           |   | u |                                     |    |
|                           |   | s |                                     |    |
|                           |   | t |                                     |    |
|                           |   | m |                                     |    |
|                           |   | e |                                     |    |
|                           |   | n |                                     |    |
|                           |   | t |                                     |    |
|                           |   | > |                                     |    |
|                           |   |   |                                     |    |
|                           |   | t |                                     |    |
|                           |   | o |                                     |    |
|                           |   | > |                                     |    |
|                           |   |   |                                     |    |
|                           |   | B |                                     |    |
|                           |   | i |                                     |    |
|                           |   | n |                                     |    |
|                           |   | d |                                     |    |
|                           |   | e |                                     |    |
|                           |   | r |                                     |    |
|                           |   | > |                                     |    |
|                           |   |   |                                     |    |
|                           |   | G |                                     |    |
|                           |   | r |                                     |    |
|                           |   | a |                                     |    |
|                           |   | d |                                     |    |
|                           |   | e |                                     |    |
|                           |   | * |                                     |    |
|                           |   | * |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **(pounds)**            |   |   | > **All Pavement Types**            |    |
+---------------------------+---+---+-------------------------------------+----+
| > **weight \< 12,500**    | > |   |                                     |    |
|                           |   |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
|                           | \ |   |                                     |    |
|                           | - |   |                                     |    |
|                           | - |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **12.500 \< weight \<   | > |   |                                     |    |
| > 100,000**               |   |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
|                           | 1 |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **weight \> 100,000**   | > |   |                                     |    |
|                           |   |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
|                           | 2 |   |                                     |    |
|                           | * |   |                                     |    |
|                           | * |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+
| > **NOTE: PG grades above |   |   |                                     |    |
| > a --22 on the low end   |   |   |                                     |    |
| > (e.g. 64--16) are not   |   |   |                                     |    |
| > recommended. Limited    |   |   |                                     |    |
| > experience has shown an |   |   |                                     |    |
| > increase in block       |   |   |                                     |    |
| > cracking with -16 or    |   |   |                                     |    |
| > -10 grade asphalts.**   |   |   |                                     |    |
+---------------------------+---+---+-------------------------------------+----+

> **\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***

The Contractor shall furnish vendor\'s certified test reports for each
lot of bituminous material shipped to the project. The vendor\'s
certified test report for the bituminous material can be used for
acceptance or the bituminous material may be tested independently by the
Engineer.

**401‑2.4 PRELIMINARY MATERIAL ACCEPTANCE.** Prior to delivery of
materials to the job site, the Contractor shall submit certified test
reports to the Engineer for the following materials:

**a. Coarse Aggregate.**

**(1)** Percent of wear.

**(2)** Soundness.

(3) Unit weight of slag.

(4) Coarse Aggregate Fractured Faces Determination (Coarse Aggregate
    Angularity).

**b. Fine Aggregate.**

**(1)** Liquid limit.

**(2)** Plastic index.

(3) Sand equivalent.

(4) Fine Aggregate Angularity.

**c. Mineral Filler.**

**d. Bituminous Material.** The certification(s) shall show the
appropriate AASHTO test(s) for each material, the test results, and a
statement that the material meets the specification requirement.

The Engineer may request samples for testing, prior to and during
production, to verify the quality of the materials and to ensure
conformance with the applicable specifications. Polymer modified asphalt
cement shall be checked a minimum of once per week by the Contractor by
performing the ring and ball test and shall meet the temperature
criteria established by the liquid supplier.

### COMPOSITION

**401‑3.1 COMPOSITION OF MIXTURE.** The bituminous plant mix shall be
composed of a mixture of well‑graded aggregate, filler and anti-strip
agent if required, and bituminous material. The aggregate shall be
combined in such proportions that the resulting mixture meets the
grading requirements of the job mix formula (JMF).

**401‑3.2 JOB MIX FORMULA.** No bituminous mixture for payment shall be
produced until a job mix formula has been approved in writing by the
Engineer. The bituminous mixture shall be designed using the procedure
contained in Chapter 5, Superpave Mix Design, of the Asphalt Institute's
Manual Superpave Series No. 2 (SP-2), Superpave Mix Design, and shall
meet the requirements outlined below.

The Tensile Strength Ratio (TSR) of the composite mixture shall be
greater than or equal to 80 when tested in accordance with ASTM D 4867
including the freeze-thaw conditioning cycle. Test specimens shall have
an air void content of 7 percent (+/- 0.5%) and a degree of saturation
of 70 percent (+/- 0.5%). If an anti-stripping agent is required, it
shall be provided by the Contractor at no additional cost.

The job mix formula shall be submitted in writing by the Contractor to
the Engineer at least **\[ \]** days prior to the start of paving
operations. The job mix formula shall have been developed no more than 3
months prior to submittal and shall include as a minimum:

a.  Percent passing each sieve size for total combined gradation,
    individual gradation of all aggregate stockpiles and percentage by
    weight of each stockpile used in the JMF.

b.  Percent of asphalt cement.

c.  Asphalt Performance Grade.

d.  Number of gyrations and air viods for N~des,~ N~ini,~ and N~max~

e.  Mixing temperature.

f.  Compaction temperature.

g.  Temperature of mix when discharged from the mixer.

h.  Temperature‑viscosity relationship of the asphalt cement.

i.  Plot of the combined gradation on the Federal Highway Administration
    (FHWA) 45 power gradation curve.

j.  Graphical plots of the % G~mm~ @ N~ini~,%, % G~mm~ @ N~designn,~ %
    G~mm~ @ N~max~, air voids, voids in the mineral aggregate, and unit
    weight verses asphalt content.

k.  Percent natural sand contained in material passing the number 8
    sieve.

l.  Coarse Aggregate Angularity.

m.  Percent elongated particles.

n.  Tensile Strength Ratio (TSR).

o.  Antistrip agent (if required).

p.  Sand equivalent value of the fine aggregate from the combined blend.

q.  Fine Aggregate Angularity of the combined blend.

r.  Dust to asphalt ratio.

The Contractor shall submit samples to the Engineer, upon request, for
job mix formula verification testing.

The job mix formula for each mixture shall be in effect until modified
in writing by the Engineer. Should a change in sources of materials be
made, a new job mix formula must be approved in writing by the Engineer
before the new material is used.

+------------------------------------------+-------------+-------------+
| **TABLE 1**                              |             |             |
|                                          |             |             |
| **SUPERPAVE DESIGN CRITERIA**            |             |             |
|                                          |             |             |
| **Pavements for gross aircraft weights   |             |             |
| of 60,000 pounds or more.**              |             |             |
+------------------------------------------+-------------+-------------+
|                                          | **Design    |             |
|                                          | Criteria    |             |
|                                          | for Nominal |             |
|                                          | Maximum     |             |
|                                          | Aggregate   |             |
|                                          | Size**      |             |
+------------------------------------------+-------------+-------------+
| **Test Property**                        | **3/4\"     | **          |
|                                          | Nom.**      | 1/2\"Nom.** |
|                                          |             |             |
|                                          | **(19 mm    | **(12.5 mm  |
|                                          | Nom.)**     | Nom.)**     |
+------------------------------------------+-------------+-------------+
| Initial Number of Gyrations (N~ini~)     | 8           | 8           |
+------------------------------------------+-------------+-------------+
| Design Number of Gyrations (N~des~)      | 85          | 85          |
+------------------------------------------+-------------+-------------+
| Maximum Number of Gyrations (N~max~)     | 130         | 130         |
+------------------------------------------+-------------+-------------+
| Air voids @ N~des~                       | 4.0         | 4.0         |
+------------------------------------------+-------------+-------------+
| Voids in Mineral Aggregate @ N~des~, %   | 13.0 min.   | 14.0 min    |
+------------------------------------------+-------------+-------------+
| Voids filled with Asphalt @ N~des~, %    | 65-78       | 65-78       |
+------------------------------------------+-------------+-------------+
| Dust proportion                          | 0.6-1.2     | 0.6-1.2     |
+------------------------------------------+-------------+-------------+
| Dust proportion (coarser gradations^1^)  | 0.6-1.6     | 0.6-1.6     |
+------------------------------------------+-------------+-------------+
| Fine Aggregate Angularity                | 45 min.     | 45 min.     |
+------------------------------------------+-------------+-------------+
| %G~mm~ @ N~ini~                          | [\<]{.unde  | [\<]{       |
|                                          | rline}90.50 | .underline} |
|                                          |             | 90.50       |
+------------------------------------------+-------------+-------------+
| %G~mm~ @ N~max~                          | [\<]{.unde  | [\<]{       |
|                                          | rline}98.00 | .underline} |
|                                          |             | 98.00       |
+------------------------------------------+-------------+-------------+
| **TABLE 1**                              |             |             |
|                                          |             |             |
| **SUPERPAVE DESIGN CRITERIA**            |             |             |
|                                          |             |             |
| **Pavements designed for gross aircraft  |             |             |
| weights of less than 60,000 pounds.**    |             |             |
+------------------------------------------+-------------+-------------+
|                                          | **Design    |             |
|                                          | Criteria    |             |
|                                          | for Nominal |             |
|                                          | Maximum     |             |
|                                          | Aggregate   |             |
|                                          | Size**      |             |
+------------------------------------------+-------------+-------------+
| **Test Property**                        | **3/4\"     | **          |
|                                          | Nom.**      | 1/2\"Nom.** |
|                                          |             |             |
|                                          | **(19 mm    | **(12.5 mm  |
|                                          | Nom.)**     | Nom.)**     |
+------------------------------------------+-------------+-------------+
| Initial Number of Gyrations (N~ini~)     | 7           | 7           |
+------------------------------------------+-------------+-------------+
| Design Number of Gyrations (N~des~)      | 60          | 60          |
+------------------------------------------+-------------+-------------+
| Maximum Number of Gyrations (N~max~)     | 90          | 90          |
+------------------------------------------+-------------+-------------+
| Air voids @ N~des~                       | 4.0         | 4.0         |
+------------------------------------------+-------------+-------------+
| Voids in Mineral Aggregate @ N~des~, %   | 13.0 min.   | 14.0 min    |
+------------------------------------------+-------------+-------------+
| Voids filled with Asphalt @ N~des~, %    | 65-78       | 65-78       |
+------------------------------------------+-------------+-------------+
| Dust proportion                          | 0.6-1.2     | 0.6-1.2     |
+------------------------------------------+-------------+-------------+
| Dust proportion (coarse gradation^1^)    | 0.6-1.6     | 0.6-1.6     |
+------------------------------------------+-------------+-------------+
| Fine Aggregate Angularity                | 42 min.     | 42 min.     |
+------------------------------------------+-------------+-------------+
| %G~mm~ @ N~ini~                          | [\<]{.unde  | [\<]{       |
|                                          | rline}90.50 | .underline} |
|                                          |             | 90.50       |
+------------------------------------------+-------------+-------------+
| %G~mm~ @ N~max~                          | [\<]{.unde  | [\<]{       |
|                                          | rline}98.00 | .underline} |
|                                          |             | 98.00       |
+------------------------------------------+-------------+-------------+

> 1\. A coarse gradation is defined as a gradation passing below the
> restricted zone. The restricted zone is defined in the Asphalt
> Insitute's Manual Superpave, Series 2 (SP-2).
>
> **\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***
>
> **Note to Engineer -- The Engineer shall specify the design criteria
> based on nominal maximum size aggregate. Unnecessary information
> should be deleted.
> \*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***

## (Table 2)

## (RESERVED)

The mineral aggregate shall be of such size that the percentage
composition by weight, as determined by laboratory screens, will conform
to the gradation or gradations specified in Table 3 when tested in
accordance with ASTM Standard C 136 and C 117. Optimum gradations are
approximately parallel to the specification bands.

The gradations in Table 3 represent the limits which shall determine the
suitability of aggregate for use from the sources of supply. The
aggregate, as selected (and used in the JMF), shall have a gradation
within the limits designated in Table 3.

Deviations from the final approved mix design for bitumen content and
gradation of aggregates shall be within the action limits for individual
measurements as specified in paragraph 401‑6.5a., PROVIDED DEVIATIONS
FALL INSIDE THE CONTROL POINTS IN TABLE 3.

The nominal maximum size aggregate used shall not be more than one‑third
of the thickness of the course being constructed. For example, when the
nominal maximum size is 1/2" (12.5 mm), the thickness of the course
being constructed shall be 1-1/2" (37.5 mm) or more.

<table style="width:100%;">
<colgroup>
<col style="width: 21%" />
<col style="width: 0%" />
<col style="width: 0%" />
<col style="width: 18%" />
<col style="width: 18%" />
<col style="width: 10%" />
<col style="width: 6%" />
<col style="width: 4%" />
<col style="width: 0%" />
<col style="width: 9%" />
<col style="width: 11%" />
</colgroup>
<tbody>
<tr class="odd">
<td colspan="7"><strong>TABLE 3</strong></td>
<td colspan="4"></td>
</tr>
<tr class="even">
<td colspan="7"><strong>AGGREGATE—BITUMINOUS PAVEMENTS</strong></td>
<td colspan="4"></td>
</tr>
<tr class="odd">
<td></td>
<td colspan="4"><strong>Runway Pavements</strong></td>
<td colspan="6"><strong>Taxiway and Apron Pavements</strong></td>
</tr>
<tr class="even">
<td colspan="2"></td>
<td colspan="2"><strong>¾-inch (19 mm)Nominal Maximum Size
Aggregate</strong></td>
<td><strong>½-inch (12.5 mm) Nominal Maximum Size
Aggregate</strong></td>
<td colspan="4"><strong>¾-inch (19 mm)Nominal Maximum Size
Aggregate</strong></td>
<td colspan="2"><strong>½-inch (12.5 mm) Nominal Maximum Size
Aggregate</strong></td>
</tr>
<tr class="odd">
<td colspan="2"><strong>Sieve Size</strong></td>
<td colspan="2"><strong>Gradation Limits</strong></td>
<td><strong>Gradation Limits</strong></td>
<td colspan="4"><p><strong>Gradation Control Points</strong></p>
<p><strong>Percent Passing by Weight</strong></p></td>
<td colspan="2"><p><strong>Gradation Control Points</strong></p>
<p><strong>Percent Passing by Weight</strong></p></td>
</tr>
<tr class="even">
<td colspan="3"></td>
<td></td>
<td></td>
<td><strong>Min.</strong></td>
<td colspan="2"><strong>Max.</strong></td>
<td colspan="2"><strong>Min.</strong></td>
<td><strong>Max.</strong></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>1 in. (25.4 mm)</strong></td>
<td><strong>100</strong></td>
<td><strong>100</strong></td>
<td><strong>100</strong></td>
<td colspan="2"><strong>100</strong></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="even">
<td colspan="3"><strong>¾ in. (19.0 mm)</strong></td>
<td><strong>76-98</strong></td>
<td><strong>100</strong></td>
<td><strong>90</strong></td>
<td colspan="2"><strong>100</strong></td>
<td colspan="2"><strong>100</strong></td>
<td><strong>100</strong></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>½ in. (12.5 mm)</strong></td>
<td><strong>66-86</strong></td>
<td><strong>79-99</strong></td>
<td></td>
<td colspan="2"><strong>90</strong></td>
<td colspan="2"><strong>90</strong></td>
<td><strong>100</strong></td>
</tr>
<tr class="even">
<td colspan="3"><strong>3/8 in. (9.5 mm)</strong></td>
<td><strong>57-77</strong></td>
<td><strong>68-88</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td><strong>90</strong></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>No. 4 (4.75 mm)</strong></td>
<td><strong>40-60</strong></td>
<td><strong>48-68</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="even">
<td colspan="3"><strong>No. 8 (2.36 mm)</strong></td>
<td><strong>26-46</strong></td>
<td><strong>33-53</strong></td>
<td><strong>23</strong></td>
<td colspan="2"><strong>49</strong></td>
<td colspan="2"><strong>28</strong></td>
<td><strong>58</strong></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>No. 16 (1.18 mm)</strong></td>
<td><strong>17-37</strong></td>
<td><strong>20-40</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="even">
<td colspan="3"><strong>No. 30 (0.60 mm)</strong></td>
<td><strong>11-27</strong></td>
<td><strong>14-30</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>No. 50 (0.30 mm)</strong></td>
<td><strong>7-19</strong></td>
<td><strong>9-21</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="even">
<td colspan="3"><strong>No. 100 (0.15 mm)</strong></td>
<td><strong>6-16</strong></td>
<td><strong>6-16</strong></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>No. 200 (0.075 mm)</strong></td>
<td><strong>3-6</strong></td>
<td><strong>3-6</strong></td>
<td><strong>2</strong></td>
<td colspan="2"><strong>8</strong></td>
<td colspan="2"><strong>2</strong></td>
<td><strong>10</strong></td>
</tr>
<tr class="even">
<td colspan="3"></td>
<td></td>
<td></td>
<td></td>
<td colspan="2"></td>
<td colspan="2"></td>
<td></td>
</tr>
<tr class="odd">
<td colspan="3"><strong>Asphalt Cement Content (%)</strong></td>
<td><strong>4.5-7.0</strong></td>
<td><strong>5.0-7.5</strong></td>
<td><strong>4.5</strong></td>
<td colspan="2"><strong>7.0</strong></td>
<td colspan="2"><strong>5.0</strong></td>
<td><strong>7.5</strong></td>
</tr>
</tbody>
</table>

> **\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***
>
> **Note to Engineer -- The Engineer shall specify gradations based on
> the nominal maximum size aggregate. Unnecessary information should be
> deleted.**
>
> **\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\***

The aggregate gradations shown are based on aggregates of uniform
specific gravity. The percentages passing the various sieves shall be
corrected when the specific gravity varies by 10 percent or more.

**401‑3.3 RECYCLED ASPHALT CONCRETE.** Recycled asphalt concrete shall
consist of reclaimed asphalt pavement (RAP), coarse aggregate, fine
aggregate, mineral filler, and asphalt cement. RAP may be used for all
courses.

The RAP shall be of a consistent gradation and asphalt content. The
Contractor may obtain the RAP from the job site or an existing source.

All new aggregates used in the recycled mix shall meet the requirements
of paragraph 401‑2.1. New bituminous material shall meet the
requirements of paragraph 401‑2.3. The desired viscosity of the asphalt
blend shall be obtained using only performance grade asphalts. The
maximum percent of RAP allowed in the Job Mix Formula is 15% which may
be increase up to 25% if the asphalt binder grade is lowered by one
grade to account for softening of the RAP. The RAP shall not contain any
material that has been treated with a coal-tar sealer rejuvenator or
material that contains coal-tar.

In addition to the requirements of paragraph 401‑3.2, the job mix
formula shall indicate the percent of reclaimed asphalt pavement.

The Contractor shall submit documentation to the Engineer, indicating
that the mixing equipment proposed for use is adequate to mix the
percent of RAP shown in the job mix formula and meet all local and
national environmental regulations.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **Delete this paragraph if recycled asphalt pavement is not to be
> allowed and include a sentence that RAP will not be permitted.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

**401‑3.4 TEST SECTION.** Prior to full production, the Contractor shall
prepare and place a quantity of bituminous mixture according to the job
mix formula. The amount of mixture should be sufficient to construct a
test section **\[ \]** long and **\[ \]** wide placed in two lanes, with
a longitudinal cold joint, and shall be of the same depth specified for
the construction of the course which it represents. A cold joint is
defined as an exposed construction joint at least four (4) hours old.
The underlying grade or pavement structure upon which the test section
is to be constructed shall be the same as the remainder of the course
represented by the test section. The equipment used in construction of
the test section shall be the same type and weight to be used on the
remainder of the course represented by the test section.

The test section shall be evaluated for acceptance as a single lot in
accordance with the acceptance criteria in paragraph 401-5.1 and
401-6.3. As a minimum the test section shall consist of 3 sublots.

The test section shall be considered acceptable if; 1) mat density, air
voids (%G~mm~ @ N~des~ ), and joint density are 90 percent or more
within limits based on the PWL calculations, the 2) gradation and
asphalt content are within the action limits specified in paragraphs
401-6.5a and 5b, and 3) the Voids in Mineral Aggregate @ N~des~, Voids
filled with Asphalt @ N~des,~ Dust Proportion, %G~mm~ @ N~ini~, and
%G~mm~ @ N~max~ are within the limits of Table 1.

If the initial test section should prove to be unacceptable, the
necessary adjustments to the job mix formula, plant operation, placing
procedures, and/or rolling procedures shall be made. A second test
section shall then be placed. If the second test section also does not
meet specification requirements, both sections shall be removed at the
Contractor\'s expense. Additional test sections, as required, shall be
constructed and evaluated for conformance to the specifications. Any
additional sections that are not acceptable shall be removed at the
Contractor\'s expense. Full production shall not begin until an
acceptable section has been constructed and accepted by the Engineer.
The initial test section, whether acceptable or unacceptable, and any
subsequent section that meets specification requirements shall be paid
for in accordance with paragraph 401‑8.1.

Job mix control testing shall be performed by the Contractor at the
start of plant production and in conjunction with the calibration of the
plant for the job mix formula. It should be recognized that the
aggregates produced by the plant may not satisfy the gradation
requirements or produce a mix that exactly meets the JMF. In those
instances, it will be necessary to reevaluate and redesign the mix using
plant‑produced aggregates. Specimens should be prepared and the optimum
bitumen content determined in the same manner as for the original design
tests.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **The test section should be a minimum of 300 feet (90 m) long and 20
> to 30 feet (6 to 9 m) wide. The test section affords the Contractor
> and the Engineer an opportunity to determine the quality of the
> mixture in place, as well as performance of the plant and laydown
> equipment.**
>
> **Until the plant is producing the desired mix consistency, frequent
> testing may be necessary.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

**401‑3.5 TESTING LABORATORY.** The laboratory used to develop the job
mix formula shall meet the requirements of ASTM D 3666. A certification
signed by the manager of the laboratory stating that it meets these
requirements shall be submitted to the Engineer prior to the start of
construction. The certification shall contain as a minimum:

**a.** Qualifications of personnel; laboratory manager, supervising
technician, and testing technicians.

**b.** A listing of equipment to be used in developing the job mix.

**c.** A copy of the laboratory\'s quality control system.

d.  Evidence of participation in the AASHTO Materials Reference
    Laboratory (AMRL) program

**e.** Evidence that the laboratory is accredited, for the test methods
required herein by a nationally recognized laboratory accreditation
organization.

**CONSTRUCTION METHODS**

**401‑4.1 WEATHER LIMITATIONS.** The bituminous mixture shall not be
placed upon a wet surface or when the surface temperature of the
underlying course is less than specified in Table 4. The temperature
requirements may be waived by the Engineer, if requested; however, all
other requirements including compaction shall be met.

> **TABLE 4. BASE TEMPERATURE LIMITATIONS**

  -------------------------------- ------------------ -------------------
  Mat Thickness                    Base Temperature   
                                   (Minimum)          

                                   Deg. F             Deg. C

  3 in. (75 mm) or greater         40                 4

  Greater than 1 in. (25 mm) but   45                 7
  less than 3 in. (75 mm)                             

  1 in. (25 mm) or less            50                 10
  -------------------------------- ------------------ -------------------

**401‑4.2 BITUMINOUS MIXING PLANT.** Plants used for the preparation of
bituminous mixtures shall conform to the requirements of ASTM D 995 with
the following changes:

**a. Requirements for All Plants.**

**(1) Truck Scales.** The bituminous mixture shall be weighed on
approved scales furnished by the Contractor, or on certified public
scales at the Contractor\'s expense. Scales shall be inspected and
sealed as often as the Engineer deems necessary to assure their
accuracy. Scales shall conform to the requirements of the General
Provisions, Section 90‑01.

**(2) Testing Facilities.** The Contractor shall provide laboratory
facilities at the plant for the use of the Engineer\'s acceptance
testing and the Contractor\'s quality control testing, in accordance
with paragraph 401‑6.2d.

**(3) Inspection of Plant.** The Engineer, or Engineer\'s authorized
representative, shall have access, at all times, to all areas of the
plant for checking adequacy of equipment; inspecting operation of the
plant: verifying weights, proportions, and material properties; and
checking the temperatures maintained in the preparation of the mixtures.

**(4) Storage Bins and Surge Bins.** Paragraph 3.9 of ASTM D 995 is
deleted. Instead, the following applies. Use of surge bins or storage
bins for temporary storage of hot bituminous mixtures will be permitted
as follows:

**(a)** The bituminous mixture may be stored in surge bins for period of
time not to exceed 3 hours.

**(b)** The bituminous mixture may be stored in insulated storage bins
for a period of time not to exceed 24 hours.

The bins shall be such that mix drawn from them meets the same
requirements as mix loaded directly into trucks.

If the Engineer determines that there is an excessive amount of heat
loss, segregation or oxidation of the mixture due to temporary storage,
no overnight storage will be allowed.

**401‑4.3 HAULING EQUIPMENT.** Trucks used for hauling bituminous
mixtures shall have tight, clean, and smooth metal beds. Each truck
shall capable of protecting the mixture from adverse weather and shall
be capable of delivering the mixture to the site at the specified
temperature. Minimal amounts of an approved coating material may be used
to prevent the mixture from adhering to the truck bed.

**401‑4.4 BITUMINOUS PAVERS.** Bituminous pavers shall be
self‑propelled, with an activated screed, heated as necessary, and shall
be capable spreading and finishing courses of bituminous plant mix
material which will meet the specified thickness, smoothness, and grade.
The paver shall have sufficient power to propel itself and the hauling
equipment without adversely affecting the finished surface.

The paver shall have a receiving hopper of sufficient capacity to permit
a uniform spreading operation. The hopper shall be equipped with a
distribution system to place the mixture uniformly in front of the
screed without segregation. The screed shall effectively produce a
finished surface of the required evenness and texture without tearing,
shoving, or gouging the mixture. The screed shall be equal to the width
of the pavement being placed. This may require installing hard
extensions as recommended by the Asphalt Insitute MS-22.

The paver shall be equipped with a control system capable of
automatically maintaining the specified screed elevation. The control
system shall be automatically actuated from either a reference line
and/or through a system of mechanical sensors or sensor‑directed
mechanisms or devices which will maintain the paver screed at a
predetermined transverse slope and at the proper elevation to obtain the
required surface. The transverse slope controller shall be capable of
maintaining the screed at the desired slope within plus or minus 0.1
percent.

The controls shall be capable of working in conjunction with any of the
following attachments:

**a.** Ski‑type device of not less than 30 feet (9.14 m) in length.

**b.** Taut stringline (wire) set to grade.

**c.** Short ski or shoe.

**d.** Laser control.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **For pavements serving aircraft 60,000 pounds (27 200 kg) or more
> gross weight and on all runways, it is recommended that the
> specifications require the use of automatic grade controls.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

**401‑4.5 ROLLERS.** Vibratory, static, or pneumatic‑tired type shall be
in good condition, capable of operating at slow speeds to avoid
displacement of the bituminous mixture. The number, type, and weight of
rollers shall be sufficient to compact the mixture to the required
density while it is still in a workable condition.

The use of equipment which causes excessive crushing of the aggregate
will not be permitted.

**401‑4.6 PREPARATION OF BITUMINOUS MATERIAL.** The bituminous material
shall be heated in a manner that will avoid local overheating and
provide a continuous supply of the bituminous material to the mixer at a
uniform temperature. The temperature of the bituminous material
delivered to the mixer shall be sufficient to provide a suitable
viscosity for adequate coating of the aggregate particles, but shall not
exceed 325 degrees F (160 degrees C), unless otherwise required by the
manufacturer.

**401‑4.7 PREPARATION OF MINERAL AGGREGATE.** The aggregate for the
mixture shall be heated and dried prior to introduction into the mixer.
The maximum temperature and rate of heating shall be such that no damage
occurs to the aggregates. The temperature of the aggregate and mineral
filler shall not exceed 350 degrees F (175 degrees C) when the asphalt
is added. Particular care shall be taken that aggregates high in calcium
or magnesium content are not damaged by overheating. The temperature
shall not be lower than is required to obtain complete coating and
uniform distribution on the aggregate particles and to provide a mixture
of satisfactory workability.

**401‑4.8 PREPARATION OF BITUMINOUS MIXTURE.** The aggregates and the
bituminous material shall be weighed or metered and introduced into the
mixer in the amount specified by the job mix formula.

The combined materials shall be mixed until the aggregate obtains a
uniform coating of bitumen and is thoroughly distributed throughout the
mixture. Wet mixing time shall be the shortest time that will produce a
satisfactory mixture, but not less than 25 seconds for batch plants. The
wet mixing time for all plants shall be established by the Contractor,
based on the procedure for determining the percentage of coated
particles described in ASTM D 2489, for each individual plant and for
each type of aggregate used. The wet mixing time will be set to achieve
95 percent of coated particles. For continuous mix plants, the minimum
mixing time shall be determined by dividing the weight of its contents
at operating level by the weight of the mixture delivered per second by
the mixer. The moisture content of all bituminous mix upon discharge
shall not exceed 0.5 percent.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **For batch plants, wet mixing time begins with the introduction of
> bituminous material into the mixer and ends with the opening of the
> mixer discharge gate. Distribution of aggregate and bituminous
> material as they enter the pugmill, speed of mixer shafts, and
> arrangement and pitch of paddles are factors governing efficiency of
> mixing. Prolonged exposure to air and heat in the pugmill harden the
> asphalt film on the aggregate. Mixing time, therefore, should be the
> shortest time required to obtain uniform distribution of aggregate
> sizes and thorough coating of aggregate particles with bituminous
> material.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

**401‑4.9 PREPARATION OF THE UNDERLYING SURFACE.** Immediately before
placing the bituminous mixture, the underlying course shall be cleaned
of all dust and debris. A prime coat or tack coat shall be applied in
accordance with Item P‑602 or P‑603, if required by the contract
specifications.

**401‑4.10 TRANSPORTING, PLACING, AND FINISHING.** The bituminous
mixture shall be transported from the mixing plant to the site in
vehicles conforming to the requirements of paragraph 401‑3. Deliveries
shall be scheduled so that placing and compacting of mixture is uniform
with minimum stopping and starting of the paver. Adequate artificial
lighting shall be provided during night placements. Hauling over freshly
placed material shall not be permitted until the material has been
compacted, as specified, and allowed to cool to 140 degrees F (60
degrees C) or less.

**\[The Contractor may elect to use a material transfer vehicle to
deliver mix to the paver.\]**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **Use of a material transfer vehicle allows the paver to be operated
> almost continuously without stopping between truckloads of mix, if a
> continuous supply of mix is available from the asphalt plant.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

The initial placement and compaction of the mixture shall occur at a
temperature suitable for obtaining density, surface smoothness, and
other specified requirements but not less than 250 degrees F (121
degrees C).

The minimum lift thickness for placement of bituminous mixture shall be
3 times the nominal maximum aggregate size. The maximum lift thickness
shall be no more than 5 times the nominal maximum aggregate size unless
otherwise indicated on the contract drawings. For mixtures where the
gradation passes below the restricted zone (coarse mixtures) as defined
in the Asphalt Institute, Superpave Manual SP-2, the minimum lift
thickness shall be 4 times the nominal maximum aggregate size.

Upon arrival, the mixture shall be placed to the full width by a
bituminous paver with a full width vibrating screed.. It shall be struck
off in a uniform layer of such depth that, when the work is completed,
it shall have the required thickness and conform to the grade and
contour indicated. The speed of the paver shall be regulated to
eliminate pulling and tearing of the bituminous mat. Unless otherwise
permitted, placement of the mixture shall begin along the centerline of
a crowned section or on the high side of areas with a one‑way slope. The
mixture shall be placed in consecutive adjacent strips having a minimum
width of **\[ \]** except where edge lanes require less width to
complete the area. The longitudinal joint in one course shall offset the
longitudinal joint in the course immediately below by at least 1 foot
(30 cm); however, the joint in the surface top course shall be at the
centerline of the pavement. Transverse joints in one course shall be
offset by at least 10 feet (3 m) from transverse joints in the previous
course.

Transverse joints in adjacent lanes shall be offset a minimum of 10 feet
(3 m).

On areas where irregularities or unavoidable obstacles make the use of
mechanical spreading and finishing equipment impractical, the mixture
may be spread and luted by hand tools.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer should specify the widest paving lane practicable in an
> effort to hold the number of longitudinal joints to a minimum.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \***

**401‑4.11 COMPACTION OF MIXTURE.** After placing, the mixture shall be
thoroughly and uniformly compacted by rolling. The surface shall be
compacted as soon as possible when the mixture has attained sufficient
stability so that the rolling does not cause undue displacement,
cracking or shoving. The sequence of rolling operations and the type of
rollers used shall be at the discretion of the Contractor.\`\`

The speed of the roller shall, at all times, be sufficiently slow to
avoid displacement of the hot mixture and be effective in compaction.
Any displacement occurring as a result of reversing the direction of the
roller, or from any other cause, shall be immediately corrected.

Sufficient rollers shall be furnished to handle the output of the plant.
Rolling shall continue until the surface is of uniform texture, true to
grade and cross section, and the required field density is obtained.

To prevent adhesion of the mixture to the roller, the wheels shall be
kept properly moistened and scrapers used..

In areas not accessible to the roller, the mixture shall be thoroughly
compacted with hand tampers or mechanical plate compactors.

Any mixture that becomes loose and broken, mixed with dirt, contains
check‑cracking, or in any way defective shall be removed and replaced
with fresh hot mixture and immediately compacted to conform to the
surrounding area. This work shall be done at the Contractor\'s expense.
Skin patching shall not be allowed.

**401‑4.12 JOINTS.** The formation of all joints shall be made in such a
manner as to ensure a continuous bond between the courses and obtain the
required density. All joints shall have the same texture as other
sections of the course and meet the requirements for smoothness and
grade.

The roller shall not pass over the unprotected end of the freshly laid
mixture except when necessary to form a transverse joint. When necessary
to form a transverse joint, it shall be made by means of placing a
bulkhead or by tapering the course. The tapered edge shall be cut back
to its full depth and width on a straight line to expose a vertical face
prior to placing the adjacent lane. In both methods, all contact
surfaces shall be given a tack coat of bituminous material before
placing any fresh mixture against the joint.

Longitudinal joints which are irregular, damaged, uncompacted, or
otherwise defective shall be cut back to expose a clean, sound surface
for the full depth of the course. All contact surfaces shall be given a
tack coat of bituminous material prior to placing any fresh mixture
against the joint.

### 

### MATERIAL ACCEPTANCE

**401‑5.1 ACCEPTANCE SAMPLING AND TESTING.** Unless otherwise specified,
all acceptance sampling and testing necessary to determine conformance
with the requirements specified in this section will be performed by the
Engineer at no cost to the Contractor. Testing organizations performing
these tests shall meet the requirements of ASTM D 3666. All equipment in
Contractor furnished laboratories shall be calibrated by the testing
organization prior to the start of operations. All Contractor personnel
preparing laboratory compacted acceptance specimens shall be a state
certified Superpave Field Testing Technician or equivalent acceptable to
the Engineer.

**a. Plant‑Produced Material.** Plant-produced material shall be tested
for air voids on a lot basis. Sampling shall be from material behind the
laydown operation in accordance with paragraph 401-5.1.a (1) Sampling.
Acceptance samples, for each lot, shall not be obtained from the first
50 tons of plant-produced material unless multiple lots occur in one day
of production. The first 50 tons of plant-produced material shall be
included in the requirements of paragraph 401-5.1b. A lot will consist
of:

‑ one day\'s production not to exceed 2,000 tons (1 814 000 kg), or

‑ a half day\'s production where a day\'s production is expected to
consist of between 2,000 and 4,000 tons (1 814 000 and 3 628 000 kg), or

‑ similar subdivisions for tonnages over 4,000 tons (3 628 000 kg).

Where more than one plant is simultaneously producing material for the
job, the lot sizes shall apply separately for each plant.

**(1) Sampling.** Each lot will consist of four equal sublots.
Sufficient material for preparation of test specimens for all testing
will be sampled by the Engineer on a random basis, in accordance with
the procedures contained in ASTM D 3665. The Contractor shall prepare,
under the supervision of the Engineer, the laboratory compacted test
specimens and provide the Engineer with a printout of all data generated
by the gyratory compaction equipment. One set of laboratory compacted
specimens will be prepared, at the design number of gyrations required
by paragraph 401-3.2, Table 1, for each sublot, in accordance with the
compaction procedures outlined in Chapter 5, Superpave Level 1 Mix
Design, of the Asphalt Institute's Manual Superpave Series No. 2 (SP-2),
Superpave Mix Design. Each set of laboratory compacted specimens will
consist of two test portions prepared from the same sample increment.

The sample of bituminous mixture shall be maintained at a temperature at
or above the specified compaction temperature for a period of no less
than 30 minutes. For mixtures containing aggregates with absorption
values greater than 1.5 percent, the mixture shall be maintained at a
temperature at or above the specificed compaction temperature for a
period of no less than 60 minutes. If necessary, the sample shall be
placed in an oven, for not more than 60 to 90 minutes, to bring the
samples to the proper compaction temperature. The compaction
temperatures shall be as specified in the job mix formula.

**(2) Testing.** Air voids will be determined by the Engineer in
accordance with ASTM D 3203.

The bulk specific gravity of each test specimen shall be measured by the
Engineer in accordance with ASTM D 2726 using the procedure for
laboratory-prepared thoroughly dry specimens, or ASTM D 1188, whichever
is applicable, for use in computing air voids.

For air voids and pavement density, the theoretical maximum specific
gravity of the mixture shall be measured for each sublot in accordance
with ASTM D 2041, Type C, D, or E container. The value used in the air
voids computation for each sublot shall be based on the maximum specific
gravity measurement performed for the sublot.

**(3) Acceptance.** Acceptance of plant-produced material for air voids
shall be determined by the Engineer in accordance with the requirements
of paragraph 401-5.2b.

**b. Field Placed Material.** Material placed in the field shall be
tested for mat and joint density on a lot basis.

**(1) Mat Density.** The lot size shall be the same as that indicated in
paragraph 401‑5.1.a and shall be divided into four equal sublots. One
6-inch diameter core of finished, compacted materials shall be taken by
the Contractor from each sublot. Core locations will be determined by
the Engineer on a random basis in accordance with procedures contained
in ASTM D 3665. Cores shall not be taken closer than one foot from a
transverse or longitudinal joint.

**(2) Joint Density.** The lot size shall be the total length of
longitudinal joints constructed by a lot of material as defined in
paragraph 401‑5.1a. The lot shall be divided into four equal sublots.
One 6-inch diameter core of finished, compacted materials shall be taken
by the Contractor from each sublot. Core locations will be determined by
the Engineer on a random basis in accordance with procedures contained
in ASTM D 3665. All coring shall be centered on the joint.

**(3) Sampling.** Samples shall be neatly cut with a core drill. The
cutting edge of the core drill bit shall be of hardened steel or other
suitable material with diamond chips embedded in the metal cutting edge.
The minimum diameter of the sample shall be three inches. Samples that
are clearly defective, as a result of sampling, shall be discarded and
another sample taken. The Contractor shall furnish all tools, labor, and
materials for cutting samples and filling the cored pavement. Cored
holes shall be filled in a manner acceptable to the Engineer and within
one day after sampling.

**(4) Testing.** The bulk specific gravity of each cored sample will be
measured by the Engineer in accordance with ASTM D 2726 or ASTM D 1188,
whichever is applicable. The percent compaction (density) of each sample
will be determined by dividing the bulk specific gravity of each sublot
sample by the maximum theoretical specific gravity for that sublot, as
determined by paragraph 401-5.1a(2). The maximum theoretical specific
gravity used to determine the joint density at joints between two
different lots shall be the lower of the specific gravity values from
the two different lots.

**(5) Acceptance.** Acceptance of field placed material for mat density
will be determined by the Engineer in accordance with the requirements
of paragraph 401‑5.2c. Acceptance for joint density will be determined
in accordance with the requirements of paragraph 401‑5.2d.

**c. Partial Lots ‑ Plant‑Produced Material.** When operational
conditions cause a lot to be terminated before the specified number of
tests have been made for the lot, or when the Contractor and Engineer
agree in writing to allow overages or other minor tonnage placements to
be considered as partial lots, the following procedure will be used to
adjust the lot size and the number of tests for the lot.

The last batch produced where production is halted will be sampled, and
its properties shall be considered as representative of the particular
sublot from which it was taken. Where three sublots are produced, they
shall constitute a lot. Where one or two sublots are produced, they
shall be incorporated into the next lot, and the total number of sublots
shall be used in the acceptance plan calculation, i.e., n = 5 or n = 6,
for example.

**d. Partial Lots ‑ Field Placed Material.** The lot size for field
placed material shall correspond to that of the plant material, except
that, in no cases, less than (3) cored samples shall be obtained for the
acceptance plan calculations, i.e., n = 3.

**401‑5.2 ACCEPTANCE CRITERIA.**

**a. General.** Acceptance will be based on the following
characteristics of the bituminous mixture and completed pavement as well
as the implementation of the Contractor\'s Quality Control plan and test
results:

  --------------------- ------------------------ ------------------------
  **(1)** Air voids     **(3)** Joint density    **(5)** Smoothness

  **(2)** Mat density   **(4)** Thickness        **(6)** Grade
  --------------------- ------------------------ ------------------------

Air voids, mat density, and joint density will be evaluated for
acceptance on a lot basis using the method of estimating percentage of
material within specification limits (PWL). Acceptance using PWL
considers the variability (standard deviation) of the material and the
testing procedures, as well as the average (mean) value of the test
results to calculate the percentage of material that is above the lower
specification tolerance limit (L) or below the upper specification
tolerance limit (U).

Thickness will be evaluated by the Engineer for compliance in accordance
with paragraph 401‑5.2.f(4). Acceptance for smoothness will be based on
the criteria contained in paragraph 401‑5.2f(5). Acceptance for grade
will be based on the criteria contained in paragraph 401‑5.2f(6).

The Engineer may at any time, not withstanding previous plant
acceptance, reject and require the Contractor to dispose of any batch of
bituminous mixture which is rendered unfit for use due to contamination,
segregation, incomplete coating of aggregate, or improper mix
temperature. Such rejection may be based on only visual inspection or
temperature measurements. In the event of such rejection, the Contractor
may take a representative sample of the rejected material in the
presence of the Engineer, and, if it can be demonstrated in the
laboratory, in the presence of the Engineer, that such material was
erroneously rejected, payment will be made for the material at the
contract unit price.

**b.** **Air Voids.** Evaluation for acceptance of each lot of plant
produced material for air voids shall be based on PWL. The Contractor
shall target production quality to achieve 90 PWL or higher.
Consistently producing at a target air void content between 3.35 and
4.65 percent with a standard deviation of 0.65 percent will result in an
average PWL of 90.

**c. Mat Density.** Evaluation for acceptance of each lot of in‑place
pavement for mat density shall be based on PWL. The Contractor shall
target production quality to achieve 90 PWL or higher. Consistently
producing at a target mat density of 94.5 percent with a standard
deviation of 1.3 percent will result in an average PWL of 90.

**d. Joint Density.** Evaluation for acceptance of each lot of in‑place
pavement for joint density shall be based on PWL. The Contractor shall
target production quality to achieve 90 PWL or higher. Consistently
producing at a target joint density of 92.8 percent with a standard
deviation of 1.8 percent will result in an average PWL of 90.
Consistently producing at a target joint density of 92.0 percent with a
standard deviation of 1.8 percent will result in an average PWL of 80.
Consistently producing at a target joint density of 91.5 percent with a
standard deviation of 1.8 percent will result in an average PWL of 71.

**e. Percentage of Material Within Specification Limits (PWL).** The
percentage of material within specification limits (PWL) shall be
determined in accordance with procedures specified in Section 110 of the
General Provisions. The specification tolerance limits (L) and (U) are
contained in Table 5.

  ---------------------------- ----------------------- -------------------
  **TABLE 5**                                          

  **ACCEPTANCE LIMITS**                                

                               **Specification         
                               Tolerance Limits**      

  **Test Property**            **Lower**               **Upper**

  Air Voids, (% @ N~des~)      2.5                     5.5

  Mat Density, %G~mm~          92.8                    

  Joint Density, %G~mm~        90.5                    
  ---------------------------- ----------------------- -------------------

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**NOTE TO ENGINEER. The Engineer may specify both upper and lower PWL
acceptance criteria (two-sided) for density. Use the following
acceptance limits when two-sided density acceptance criteria is
specified AND insert a new Table 6 AND edit paragraph 401-8.1. See Notes
to Engineer following Table 6 and paragraph 401-8.1.**

  ---------------------------- ----------------------- -------------------
  **TABLE 5**                                          

  **ACCEPTANCE LIMITS**                                

                               **Specification         
                               Tolerance Limits**      

  **Test Property**            **Lower**               **Upper**

  Air Voids, (% @ N~des~)      2.5                     5.5

  Mat Density, %G~mm~          92.8                    98.0

  Joint Density, %G~mm~        90.5                    
  ---------------------------- ----------------------- -------------------

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**f. Acceptance Criteria.**

**(1) Mat Density and Air Voids.** If the PWL of the lot equals or
exceeds 90 percent, the lot shall be acceptable. Acceptance and payment
for the lot shall be determined in accordance with paragraph 401‑8.1.

**(2) Paragraph reserved.**

**(3) Joint Density.** If the PWL of the lot is equal to or exceeds 90
percent, the lot shall be considered acceptable. If the PWL is less than
90 percent, the Contractor shall evaluate the reason and act
accordingly. If the PWL is less than 80 percent, the Contractor shall
cease operations and until the reason for poor compaction has been
determined. If the PWL is less than 71 percent, the lot pay factor for
the first lot used to complete the joint shall be reduced by 5
percentage points. This lot pay factor reduction shall be incorporated
and evaluated in accordance with paragraph 401‑8.1.

**(4) Thickness.** Thickness shall be evaluated for compliance by the
Engineer to the requirements shown on the plans. Measurements of
thickness shall be made by the Engineer using the cores extracted for
each sublot for density measurement.

**(5) Smoothness.** The finished surfaces of the pavement shall not vary
more than **\[ \]** for the **\[surface\] \[base\]** course. Each lot
shall be evaluated with a 12‑foot (3.6 m) straightedge. The lot size
shall be **\[ \]** square yards (square meters). Measurements will be
made perpendicular and parallel to the centerline at distances not to
exceed 50 feet (15.2 m). When more than 15 percent of all measurements
within a lot exceed the specified tolerance, the Contractor shall remove
the deficient area and replace with new material. Sufficient material
shall be removed to allow at least one inch of asphalt concrete to be
placed. Skin patching shall not be permitted. High points may be ground
off.

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> **Specify 3/8 inch (9.5 mm) for base course and 1/4 inch (6.2 mm) for
> surface course.**
>
> **The Engineer shall specify the lot size. A minimum of 2,000 square
> yards (1 650 square meters) is recommended.**

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**(6) Grade.** The finished surface of the pavement shall not vary from
the gradeline elevations and cross sections shown on the plans by more
than 1/2 inch (12.70 mm). The finished grade of each lot will be
determined by running levels at intervals of 50 feet (15.2 m) or less
longitudinally and transversely to determine the elevation of the
completed pavement. The lot size shall be **\[ \]** square yards (square
meters). When more than 15 percent of all the measurements within a lot
are outside the specified tolerance, the Contractor shall remove the
deficient area and replace with new material. Sufficient material shall
be removed to allow at least **\[1-1/2" (37.5 mm)\] \[2" (51 mm)\]** of
asphalt concrete to be placed. Skin patching for correcting low areas
shall not be permitted. High points may be ground off.

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> **A minimum lot size of 2,000 square yards (1 650 square meters) is
> recommended.**

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**g. Outliers.** All individual tests for mat density and air voids
shall be checked for outliers (test criterion) in accordance with
ASTM E 178, at a significance level of 5 percent. Outliers shall be
discarded, and the PWL shall be determined using the remaining test
values.

**401‑5.3 RESAMPLING PAVEMENT.**

**a. General.** Resampling of a lot of pavement for mat density will be
allowed if the Contractor requests, in writing, within 48 hours after
receiving the written test results from the Engineer. A retest will
consist of all the sampling and testing procedures contained in
paragraphs 401‑5.1b and 401‑5.2c. Only one resampling per lot will be
permitted.

**(1)** A redefined PWL shall be calculated for the resampled lot. The
number of tests used to calculate the redefined PWL shall include the
initial tests made for that lot plus the retests.

**(2)** The cost for resampling and retesting shall be borne by the
Contractor.

**b. Payment for Resampled Lots.** The redefined PWL for a resampled lot
shall be used to calculate the payment for that lot in accordance with
Table 6.

**c. Outliers.** If the tests within a lot include a very large or a
very small value which appears to be outside the normal limits of
variation, check for an outlier in accordance with ASTM E 178, at a
significance level of 5 percent, to determine if this value should be
discarded when computing the PWL.

**\[401‑5.4 LEVELING COURSE. Any variable thickness course, indicated on
the plans, used for truing and leveling shall meet the requirements of
paragraph 401-3.2 and 5.2b, but shall not be subject to the density
requirements of paragraph 401-5.2c and d. The leveling course shall be
compacted with the same effort used to achieve density of the test
section. The truing and leveling course shall not exceed a nominal
thickness of 1-1/2 inches (37.5 mm).\]**

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> **Use this paragraph only when there is a need to restore proper
> cross‑section prior to overlaying. Areas of the pavement requiring a
> leveling course shall be shown on the plans.**

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### CONTRACTOR QUALITY CONTROL

**401‑6.1 GENERAL.** The Contractor shall develop a Quality Control
Program in accordance with Section 100 of the General Provisions. The
program shall address all elements which effect the quality of the
pavement including, but not limited to:

  ------------------------------------- ---------------------------------
  **a.** Mix Design                     **f.** Mixing and Transportation

  **b.** Aggregate Grading              **g.** Placing and Finishing

  **c.** Quality of Materials           **h.** Joints

  **d.** Stockpile Management           **i.** Compaction

  **e.** Proportioning                  **j.** Surface smoothness
  ------------------------------------- ---------------------------------

**401‑6.2 TESTING LABORATORY.** The Contractor shall provide a fully
equipped asphalt laboratory located at the plant or job site. It shall
be available for joint use by the Contractor for quality control testing
and by the Engineer for acceptance testing and must have adequate
equipment for the performance of the tests required by these
specifications. The Engineer shall have priority in use of the equipment
necessary for acceptance testing.

The effective working area of the laboratory shall be a minimum of 150
square feet (14 square meters) with a ceiling height of not less than
7.5 feet (2.3 meters). Lighting shall be adequate to illuminate all
working areas. It shall be equipped with heating and air conditioning
units to maintain a temperature of 70 degrees F + 5 degrees (21 degrees
C + 2.3 degrees C).

Laboratory facilities shall be kept clean and all equipment shall be
maintained in proper working condition. The Engineer shall be permitted
unrestricted access to inspect the Contractor\'s laboratory facility and
witness quality control activities. The Engineer will advise the
Contractor in writing of any noted deficiencies concerning the
laboratory facility, equipment, supplies, or testing personnel and
procedures. When the deficiencies are serious enough to be adversely
affecting test results, the incorporation of the materials into the work
shall be suspended immediately and will not be permitted to resume until
the deficiencies are satisfactorily corrected.

**401‑6.3 QUALITY CONTROL TESTING.** The Contractor shall perform all
quality control tests necessary to control the production and
construction processes applicable to these specifications and as set
forth in the Quality Control Program. The testing program shall include,
but not necessarily limited to, tests for the control of asphalt
content, aggregate gradation, temperatures, aggregate moisture, field
compaction, and surface smoothness. A Quality Control Testing Plan shall
be developed as part of the Quality Control Program.

**a. Asphalt Content.** A minimum of two extraction tests shall be
performed per lot in accordance with ASTM D 2172 or ASTM D 6307 for
determination of asphalt content. The weight of ash portion of the
extraction test, as described in ASTM D 2172, shall be determined as
part of the first extraction test performed at the beginning of plant
production; and as part of every tenth extraction test performed
thereafter, for the duration of plant production. The last weight of ash
value obtained shall be used in the calculation of the asphalt content
for the mixture.

The use of the nuclear method for determining asphalt content in
accordance with ASTM D 4125 is permitted, provided that it is calibrated
for the specific mix being used.

The use of a binder ignition oven for determining asphalt content in
accordance with ASTM D-6307 is permitted, provided that it is calibrated
for the specific mix being used. This calibration shall be provided to
the Engineer prior to the start of production. The Engineer reserves the
right to verify the calibration of any equipment.

**b. Gradation.** Aggregate gradations shall be determined a minimum of
twice per lot from mechanical analysis of extracted aggregate in
accordance with AASHTO T 30 and ASTM C 136 (Dry Sieve). When asphalt
content is determined by the nuclear method, aggregate gradation shall
be determined from hot bin samples on batch plants, or from the cold
feed on drum mix or continuous mix plants, and tested in accordance with
ASTM C 136 (dry sieve) using actual batch weights to determine the
combined aggregate gradation of the mixture. If RAP is used in the mix
and the asphalt content is determined by the ignition method, aggregate
gradations shall be determined from mechanical analysis of the extracted
(ignited) aggregate in accordance with AASHTO T30 or ASTM C117 and ASTM
C136 (Dry Sieve). If RAP is not used in the mix and the asphalt content
is determined by the ignition method, aggregate gradations shall be
determined from a mechanical analysis of the combined virgin aggregate,
taken just prior to introduction into the dryer drum or mixer, and
tested in accordance with ASTM C117 and ASTM C136 (Dry Sieve).

**c. Fine Aggregate Angularity.** The fine aggregate angularity of the
fine aggregate used for production shall be determined once per lot in
accordance with AASHTO T304, Method A.

**d. Moisture Content of Aggregate.** The moisture content of the
aggregate used for production shall be determined once per lot in
accordance with ASTM C 566

**e. Moisture Content of Mixture.** The moisture content of the mixture
shall be determined once per lot in accordance with ASTM D 1461. If it
exceeds 0.5% by weight of dry mix, the Contractor shall cease production
until an action acceptable to the Engineer is taken.

**f. Temperatures.** Temperatures shall be checked, at least four times
per lot, at necessary locations to determine the temperatures of the
dryer, the bitumen in the storage tank, the mixture at the plant, and
the mixture at the job site.

**g. In‑Place Density Monitoring.** The Contractor shall conduct any
necessary testing to ensure that the specified density is being
achieved. A nuclear gauge may be used to monitor the pavement density in
accordance with ASTM D 2950.

**h. Additional Testing.** Any additional testing that the Contractor
deems necessary to control the process may be performed at the
Contractor\'s option.

**i. Monitoring.** The Engineer reserves the right to monitor any or all
of the above testing.

**j. Aggregate Quality.** The Contractor shall perform specific gravity
and absorption tests on all aggregates used. These tests will be run at
least one per week. If the specific gravity parameters vary more than
plus or minus 10 percent of the values obtained in the mix design, the
Contractor will be required to submit a new job mix formula.

**401‑6.4 SAMPLING.** When directed by the Engineer, the Contractor
shall sample and test any material which appears inconsistent with
similar material being sampled, unless such material is voluntarily
removed and replaced or deficiencies corrected by the Contractor. All
sampling shall be in accordance with standard procedures specified.

**401‑6.5 CONTROL CHARTS.** The Contractor shall maintain linear control
charts both for individual measurements and range (i.e., difference
between highest and lowest measurements) for aggregate gradation and
asphalt content.

Control charts shall be posted in a location satisfactory to the
Engineer and shall be kept current. As a minimum, the control charts
shall identify the project number, the contract item number, the test
number, each test parameter, the Action and Suspension Limits applicable
to each test parameter, and the Contractor\'s test results. The
Contractor shall use the control charts as part of a process control
system for identifying potential problems and assignable causes before
they occur. If the Contractor\'s projected data during production
indicates a problem and the Contractor is not taking satisfactory
corrective action, the Engineer may suspend production or acceptance of
the material.

**a. Individual Measurements.** Control charts for individual
measurements shall be established to maintain process control within
tolerance for aggregate gradation and asphalt content. The control
charts shall use the job mix formula target values as indicators of
central tendency for the following test parameters with associated
Action and Suspension Limits:

**CONTROL CHART LIMITS FOR INDIVIDUAL MEASUREMENTS**

Sieve Action Limit Suspension Limit

1 inch (25.0 mm) 0% 0%

3/4 inch (19.0 mm) +/-6% +/-9%

1/2 inch (12.5 mm) +/‑6% +/‑9%

3/8 inch (9.5 mm) +/-6% +/‑9%

No. 4 (4.75 mm) +/‑6% +/‑9%

No. 16 (1.18 mm) +/‑5% +/‑7.5%

No. 50 (0.30 mm) +/‑3% +/‑4.5%

No. 200 (0.075 mm) +/‑2% +/‑3%

Asphalt Content +/‑0.4% +/‑0.60%

**b. Range.** Control charts for range shall be established to control
process variability for the test parameters and Suspension Limits listed
below. The range shall be computed for each lot as the difference
between the two test results for each control parameter. The Suspension
Limits specified below are based on a sample size of n = 2. Should the
Contractor elect to perform more than two tests per lot, the Suspension
Limits shall be adjusted by multiplying the Suspension Limit by 1.18 for
n = 3 and by 1.27 for n = 4.

**CONTROL CHART LIMITS BASED ON RANGE**

**(Based on n = 2)**

Sieve Suspension Limit

3/4 inch (19 mm) 11 percent

1/2 inch (12.5 mm) 11 percent

3/8 inch (9.5 mm) 11 percent

No. 4 (4.75 mm) 11 percent

No. 16 (1.18 mm) 9 percent

No. 50 (0.30 mm) 6 percent

No. 200 (0.075 mm) 3.5 percent

Asphalt Content 0.8 percent

**c. Corrective Action.** The Quality Control Plan shall indicate that
appropriate action shall be taken when the process is believed to be out
of tolerance. The Plan shall contain sets of rules to gauge when a
process is out of control and detail what action will be taken to bring
the process into control. As a minimum, a process shall be deemed out of
control and production stopped and corrective action taken, if:

**(1)** One point falls outside the Suspension Limit line for individual
measurements or range; or

**(2)** Two points in a row fall outside the Action Limit line for
individual measurements.

**(3)** ANY LIMIT THAT FALLS OUTSIDE THE CONTROL POINTS IN TABLE 3.

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> **The aggregate control chart parameters and Suspension and Action
> Limits contained in the above paragraphs are based on 3/4 inch (19.0
> mm) nominal maximum size aggregate gradation.**
>
> **When 1/2‑inch (12.5 mm) nominal maximum size aggregate is specified,
> the 1‑inch (25.0 mm) sieves should be deleted from the Individual
> Measurements Chart and the 3/4 inch (19 mm)sieve Action and Suspension
> Limits should be changed to 0%. For the 1/2‑inch (12.5 mm) gradation,
> the 3/4‑inch sieve should be deleted from the Range Chart.**

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**401-6.6 Additional Plant-Produced Material Testing.** The Contractor
shall obtain one sample per lot from material behind the laydown
operation in accordance with paragraph 401-5.1.a (1) Sampling. Samples
shall not be obtained from the first 50 tons of plant-produced material
unless multiple lots occur in one day of production. Sufficient material
for preparation of three test specimens for testing in accordance with
ASTM D 6926, paragraph 4.5, using **\[50 blows per face\]\[75 blows per
face\]**.

The sample of bituminous mixture shall be maintained at a temperature at
or above the specified compaction temperature for a period of no less
than 30 minutes. If necessary, the sample shall be placed in an oven,
for not more than 60 minutes, to bring the samples to the proper
compaction temperature. The compaction temperatures shall be as
specified in the job mix formula.

The bulk specific gravity of each test specimen shall be measured by the
Contractor in accordance with ASTM D 2726 using the procedure for
laboratory-prepared thoroughly dry specimens, or ASTM D 1188, whichever
is applicable.

The bulk specific gravity for each lot shall be computed by averaging
the results of all test specimens representing that lot and reported to
the Engineer in writing.

#####  METHOD OF MEASUREMENT

**401‑7.1 MEASUREMENT.** Plant mix bituminous concrete pavement shall be
measured by the number of tons (kg) of bituminous mixture **\[and the
number of tons (kg) of bituminous material\]** used in the accepted
work. Recorded batch weights or truck scale weights will be used to
determine the basis for the tonnage. **\[The weight of bituminous
material shall be adjusted in accordance with the percentage of bitumen
as determined in paragraph 401‑6.3a.\]**

#####  BASIS OF PAYMENT

**401‑8.1 PAYMENT.** Payment for an accepted lot of bituminous concrete
pavement shall be made at the contract unit price per ton (kg) for
bituminous mixture **\[and bituminous material\]** adjusted according to
paragraph 401‑8.1a, subject to the limitation that:

> The total project payment for plant mix bituminous concrete pavement
> shall not exceed **\[ \]** percent of the product of the contract unit
> price and the total number of tons (kg) of bituminous mixture **\[,and
> \[ \] percent of the product of the contract unit price and the number
> of tons (kg) of bituminous material\]** used in the accepted work (See
> Note 2 under Table 6).

The price shall be compensation for furnishing all materials, for all
preparation, mixing, and placing of these materials, and for all labor,
equipment, tools, and incidentals necessary to complete the item.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \***

> For Single-sided Density (L) Acceptance\--The Engineer shall specify a
> value ranging from 100 to 106 percent when single-sided density
> acceptance criteria is used for density acceptance criteria.
>
> **For Two-sided Density (L and U) Acceptance\--The Engineer shall
> specify a value ranging from 100 to 103 percent when two-sided density
> acceptance criteria is used for density acceptance criteria AND edit
> Tables 5 and 6. See Notes to Engineer following Tables 5 and 6.**
>
> **When the total project payment for Item P-401 pavement exceeds the
> contract unit price, any AIP or PFC funds used to pay the excess may
> require an amendment to the AIP grant or PFC application for the
> project.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \***

**a. Basis of Adjusted Payment.** The pay factor for each individual lot
shall be calculated in accordance with Table 6. A pay factor shall be
calculated for both mat density and air voids. The lot pay factor shall
be the higher of the two values when calculations for both mat density
and air voids are 100 percent or higher. The lot pay factor shall be the
product of the two values when only one of the calculations for either
mat density or air voids is 100 percent or higher. The lot pay factor
shall be the lower of the two values when calculations for both mat
density and air voids are less than 100 percent. The lot pay factor
shall be reduced as necessary per paragraph 401-5.2f(3) Joint Density.
**\[The lot pay factor shall apply to both the bituminous mixture and
the bituminous material.\]**

**TABLE 6. PRICE ADJUSTMENT SCHEDULE ^1^**

  ------------------------------------- ---------------------------------
  Percentage of Material Within         Lot Pay Factor (Percent of
  Specification Limits (PWL)            Contract Unit Price)

  96 -- 100                             106

  90 -- 95                              PWL + 10

  75 -- 89                              0.5PWL + 55

  55 -- 74                              1.4PWL -- 12

  Below 55                              Reject **^2^**
  ------------------------------------- ---------------------------------

> **^1^** ALTHOUGH IT IS THEORETICALLY POSSIBLE TO ACHIEVE A PAY FACTOR
> OF 106 PERCENT FOR EACH LOT, ACTUAL PAYMENT ABOVE 100 PERCENT SHALL BE
> SUBJECT TO THE TOTAL PROJECT PAYMENT LIMITATION SPECIFIED IN
> PARAGRAPH 401‑8.1.
>
> **^2^** The lot shall be removed and replaced. However, the Engineer
> may decide to allow the rejected lot to remain. In that case, if the
> Engineer and Contractor agree in writing that the lot shall not be
> removed, it shall be paid for at 50 percent of the contract unit price
> AND THE TOTAL PROJECT PAYMENT LIMITATION SHALL BE REDUCED BY THE
> AMOUNT WITHHELD FOR THE REJECTED LOT.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \***

**NOTE TO ENGINEER. The Engineer may specify both upper and lower PWL
acceptance criteria (two-sided) for density. Use the following pay
adjustment schedule when two-sided acceptance criteria for density is
specified AND insert a new Table 5 AND edit paragraph 401-8.1. See Notes
to Engineer following Table 5 and paragraph 401-8.1.**

**TABLE 6. PRICE ADJUSTMENT SCHEDULE ^1^**

  ------------------------------------- ---------------------------------
  Percentage of Material Within         Lot Pay Factor (Percent of
  Specification Limits (PWL)            Contract Unit Price)

  93 -- 100                             103

  90 -- 93                              PWL + 10

  70 -- 89                              0.125PWL + 88.75

  40 -- 69                              0.75PWL +45

  Below 40                              Reject **^2^**
  ------------------------------------- ---------------------------------

> **^1^** ALTHOUGH IT IS THEORETICALLY POSSIBLE TO ACHIEVE A PAY FACTOR
> OF 106 PERCENT FOR EACH LOT, ACTUAL PAYMENT ABOVE 100 PERCENT SHALL BE
> SUBJECT TO THE TOTAL PROJECT PAYMENT LIMITATION SPECIFIED IN
> PARAGRAPH 401‑8.1.
>
> **^2^** The lot shall be removed and replaced. However, the Engineer
> may decide to allow the rejected lot to remain. In that case, if the
> Engineer and Contractor agree in writing that the lot shall not be
> removed, it shall be paid for at 50 percent of the contract unit price
> AND THE TOTAL PROJECT PAYMENT LIMITATION SHALL BE REDUCED BY THE
> AMOUNT WITHHELD FOR THE REJECTED LOT.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \***

For each lot accepted, the adjusted contract unit price shall be the
product of the lot pay factor for the lot and the contract unit price.
Payment shall be subject to the total project payment limitation
specified in paragraph 401‑8.1. Payment in excess of 100 percent for
accepted lots of bituminous concrete pavement shall be used to offset
payment for accepted lots of bituminous concrete pavement that achieve a
lot pay factor less than 100 percent.

**b. Payment.** Payment will be made under:

Item P‑401‑8.1a Bituminous **\[Surface\] \[Base\]** Course‑‑per ton (kg)

**\[Item P‑401‑8.1b Bituminous Material‑‑per ton (kg)\]**

#####  TESTING REQUIREMENTS

ASTM C 29 Unit Weight of Aggregate

ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium
Sulfate

ASTM C 117 Test Method for Materials Finer than 75‑um (No.200) Sieve in
Mineral Aggregates by Washing

ASTM C 131 Resistance to Abrasion of Small Size Coarse Aggregate by Use
of the Los Angeles Machine

ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates

ASTM C 183 Sampling Hydraulic Cement

ASTM C 566 Total Moisture Content of Aggregate by Drying

ASTM D 75 Sampling Aggregates

ASTM D 995 Requirements for Mixing Plants for Hot‑Mixed Hot‑Laid
Bituminous Paving Mixtures

ASTM D 118 Bulk Specific Gravity of Compacted Bituminous Mixtures Using
Paraffin‑Coated Specimens

ASTM D 1461 Moisture or Volatile Distillates in Bituminous Paving
Mixtures

ASTM D 2041 Theoretical Maximum Specific Gravity and Density of
Bituminous Paving Mixtures

ASTM D 2172 Quantitative Extraction of Bitumen from Bituminous Paving
Mixtures

ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate

ASTM D 2489 Degree of Particle Coating of Bituminous‑Aggregate Mixtures

ASTM D 2726 Bulk Specific Gravity of Compacted Bituminous Mixtures Using
Saturated Surface‑Dry Specimens

ASTM D 3203 Percent Air Voids in Compacted Dense and Open Bituminous
Paving Mixtures

ASTM D 2950 Density of Bituminous Concrete in Place by Nuclear Method

ASTM D 3665 Random Sampling of Paving Materials

ASTM D 3666 Inspection and Testing Agencies for Bituminous Paving
Materials

ASTM D 4125 Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 4791 Flat or Elongated Particles in Coarse Aggregate

ASTM D 4867 Effect of Moisture on Asphalt Concrete Paving Mixtures

ASTM D 5821 Standard Test Method for determining the percentage of
Fractured Particles in Coarse Aggregate

ASTM D 6307 Asphalt Content of Hot Mix Asphalt by Ignition Method.

ASTM D 6926 Standard Practice for Preparation of Bituminous Specimens
Using MARSHALL Apparatus

ASTM E 178 Practice for Dealing With Outlying Observations

AASHTO T 30 Mechanical Analysis of Extracted Aggregate

AASHTO T 245 Resistance to Plastic Flow of Bituminous Mixtures Using
Marshall Apparatus

AASHTO T 304 Test for Fine Aggregate Angularity (Method A)

Manual SP-1 Asphalt Institute Superpave Asphalt Binder Specification

Manual SP-2 Asphalt Institute Superpave Level I Mix design

######### 

**MATERIAL REQUIREMENTS**

ASTM D 242 Mineral Filler for Bituminous Paving Mixtures

ASTM D 946 Asphalt Cement for Use in Pavement Construction

ASTM D 4552 Classifying Hot‑Mix Recycling Agents

AASHTO MP1 Performance Graded Binder Designation

> \-\--End of Specification\-\--