To:

New York State Department of Transportation

ENGINEERING BULLETIN

EB14-015

Expires one year after issue unless replaced sooner

Title: COMPREHENSIVE PAVEMENT DESIGN MANUAL (CPDM) REVISION 6 - CHAPTER 6 MATERIALS

Distribution: ⌧ Manufacturers (18) ⌧ Local Govt. (31) ⌧ Agencies (32)

Surveyors (33)

⌧ Consultants (34) ⌧ Contractors (39)

____________( )

Approved: ____/s/ Robert L. Sack _______ Robert L. Sack, P.E. Deputy Chief Engineer, Research

5/14/14 _ Date

ADMINISTRATIVE INFORMATION:

• This Engineering Bulletin (EB) is effective upon signature. • This EB supersedes Engineering Instructions EI 05-024. • The information transmitted with this EB will be incorporated into the on-line

Comprehensive Pavement Design Manual (CPDM).

PURPOSE: The purpose of this EB is to announce the availability of an update to Comprehensive Pavement Design Manual Chapter 6 Materials. TECHNICAL INFORMATION:

• The nomenclature and the guidance on selecting the Performance Graded (PG) binder in Chapter 6 of the CPDM have been revised. Designers will use the new guidance to select appropriate PG binder grade based on the location and traffic condition of the project.

• Section 6.2.5, 6.2.6, and Appendix 6A. These sections provide revised guidance statewide for selecting appropriate PG Binder for HMA pavements.

IMPLEMENTATION:

• For projects submitted for the letting of September 4, 2014 or later - designers will submit the appropriate Special Note from CPDM Appendix 6A with the PS&E.

• For projects that are scheduled for lettings before September 4, 2014 and for which the amendment deadline has not passed - designers should generate an amendment with the appropriate Special Note from CPDM Appendix 6A.

• Projects that are beyond the amendment deadline, or any on-going construction contracts, will be revised by the Engineer-in-Charge using guidance to be provided under Engineering Bulletin EB 14-016.

TRANSMITTED MATERIALS: NONE

• The on line version of the CPDM has been updated at https://www.dot.ny.gov/divisions/engineering/design/dqab/cpdm .

BACKGROUND: The current PG binder grading system has worked well for conventional speed and moderate traffic volume pavements. However, the PG binder grade was sometimes changed to a higher grade to simply adjust when there was an anticipated change in loading time and traffic volume. For example, for a standard traffic asphalt pavement, the designer might use a PG 64-22 asphalt binder, but for a high volume highway pavement, a PG 76-22 asphalt binder

EB 14-015 Page 2 of 2

will be selected even though the pavement temperature will likely never get above 64° C. This was a simple way to ensure that a stiffer asphalt binder would be used in high volume and/or slow loading conditions. The Multiple Stress Creep & Recovery (MSCR) test performed under AASHTO M 332, Performance Graded Asphalt Binders Using Multiple Stress Creep Recovery (MSCR), is the latest improvement in PG binder specification. The new specification provides a new high temperature binder specification that more accurately indicates the rutting performance of the asphalt binder and also blind to modification. The major benefits of the MSCR grading system are:

• The selection of any MSCR grade takes the traffic loading, speed, and the environmental temperature into account.

• The MSCR test can be used for modified and unmodified asphalt binders, thereby eliminating the need for additional tests to properly characterize the high temperature performance of modified asphalt binders.

• MSCR test eliminates the need to run the Elastic Recovery or other empirical tests which are being specified under the current PG grading system when polymer modified binder is specified.

• MSCR test is faster/easier to determine the grade compared to the current PG grading system and the additional “PG Plus” tests like the Elastic Recovery tests.

• The MSCR test is conducted at the actual pavement temperature, regardless of traffic loading.

These benefits are being accomplished because the MSCR test uses the creep and recovery test concept to evaluate the binder’s potential for permanent deformation (rutting). The creep test measures the non-recoverable compliance, Jnr, or the stiffness values while at the same time, the recovery, R3.2, is being measured indicating the elastic response of the binder. The MSCR test procedure, AASHTO T 350, Multiple Stress Creep Recovery (MSCR) Test of Asphalt Binder Using a Dynamic Shear Rheometer (DSR), captures the non-recoverable creep compliance (Jnr) and percentage of recovery (MSCR Recovery) during each loading cycle. To determine the elastic response for all polymer modified binders, one of the following equations will be used to calculate %R3.2 and compared to the tested value. For acceptability, the tested % R3.2 value must be greater than the calculated value. For Jnr3.2 ≥ 0.1, %R3.2 >29.371 * Jnr3.2

-0.2633 For Jnr3.2 <0.1, %R3.2 > 55 Where, R3.2 is % recovery at 3.2 kPa Jnr 3.2 is the average non-recoverable creep compliance at 3.2 kPa To implement these changes to the binder specification, Table 6-4, Performance Graded Binder Selection, of the CPDM was revised to include the guidance for the use of both Standard and Polymer modified PG binder grades. CONTACT: Direct questions regarding this EB to Zoeb Zavery of the Materials Bureau at (518) 485-5277 or via e-mail at zoeb.zavery@dot.ny.gov.

COMPREHENSIVE PAVEMENT DESIGN MANUAL

Chapter 6 - Materials

Revision 6

May 14, 2014

CHANGES TO CHAPTER 6

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Section/Pages Changes Section 6.2.5 Tables 6-4a and 6-4b were combined to form Table 6-4. This table

was revised to include the Multi Stress Creep Recovery (MSCR) PG grades. Table 6-4 Performance Graded Binder Selection includes both the Standard PG grades and the Polymer Modified PG grades and corresponding guidance regarding use. Project designers will select appropriate PG binder using this table.

Section 6.2.6 Section 6.2.6, Special Note Development. In addition to the above

changes, there are additional PG binder requirements that are important and must be included as part of the Performance Grade (PG) Binder and Mix Level Special Note. It is important that correct information is included in the Special Note.

Appendix 6A

• Example Special Note For Upstate Polymer Modified PG Binder, PG 58E-34 • Example Special Note For Upstate Standard PG Binder, PG 64S-22 • Example Special Note For Upstate Polymer Modified PG Binder, PG 64V-22 • Example Special Note For Downstate Standard PG Binder, PG 64H-22 • Example Special Note For Downstate Polymer Modified PG Binder, PG 64E-22

CHAPTER 6 MATERIALS Contents Page 6.1 INTRODUCTION ................................................................................................................. 6-1 6.2 HOT MIX ASPHALT ............................................................................................................ 6-1

6.2.1 General ................................................................................................................... 6-1 6.2.2 ESAL Calculations .................................................................................................. 6-1 6.2.3 HMA Item Selection Guidelines .............................................................................. 6-2 6.2.4 Interpreting HMA Item Numbers ............................................................................. 6-5 6.2.5 Performance Graded Binder Selection ................................................................... 6-5 6.2.6 Special Note Development .................................................................................. 6-6A 6.2.7 Gradation Considerations ....................................................................................... 6-7 6.2.8 Compaction Monitoring ........................................................................................... 6-9 6.2.9 Friction Aggregate Requirements ......................................................................... 6-10 6.2.10 Quality Adjustment Items ...................................................................................... 6-10 6.2.11 Lift Thickness Limitations ...................................................................................... 6-11 6.2.12 Truing and Leveling ........................................................................................................ 6-12 6.2.13 Vibratory Compaction Procedure .......................................................................... 6-12 6.2.14 Handwork .............................................................................................................. 6-13 6.2.15 Tack Coat ............................................................................................................. 6-13

6.3 PORTLAND CEMENT CONCRETE .................................................................................. 6-13

6.3.1 Project Selection ................................................................................................... 6-13 6.3.2 Thickness Selection .............................................................................................. 6-13 6.3.3 Pavement Hardware ............................................................................................. 6-13 6.3.4 Projections Into Pavement .................................................................................... 6-13 6.3.5 Joint Layout .......................................................................................................... 6-14 6.3.6 Slab Geometry ...................................................................................................... 6-14 6.3.7 Work Zones .......................................................................................................... 6-15 6.3.8 Class F and High-Early-Strength (HES) Concrete ................................................ 6-15 6.3.9 Concrete Compressive Strength Determination ................................................... 6-15 6.3.10 Smoothness Requirements .................................................................................. 6-15 6.3.11 Diamond Grinding ................................................................................................. 6-16 6.3.12 Shoulder Type Selection ....................................................................................... 6-16 6.3.13 Ramp Type Selection............................................................................................ 6-16 6.3.14 Joint Sealing or Joint Filling .................................................................................. 6-16

6.4 PERMEABLE BASE ......................................................................................................... 6-17

6.4.1 Asphalt Treated Permeable Base ......................................................................... 6-17 6.4.2 Portland Cement Treated Permeable Base .......................................................... 6-18

6.5 SUBBASE COURSE ......................................................................................................... 6-18

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6.6 SUBGRADE ....................................................................................................................... 6-18

6.6.1 Subgrade Improvements ...................................................................................... 6-18 6.6.2 Subgrade Resilient Modulus - Mr .......................................................................... 6-19

Appendix 6A Example Special Notes

Example Special Note For Upstate Standard PG Binder, PG 58E-34 .............................. 6A-1 Example Special Note For Upstate Standard PG Binder, PG 64S-22 .............................. 6A-2 Example Special Note For Upstate Polymer Modified PG Binder, PG 64V-22 ................. 6A-3 Example Special Note For Downstate Standard PG Binder, PG 64H-22 ......................... 6A-4 Example Special Note For Downstate Polymer Modified PG Binder, PG 64E-22 ............ 6A-5

LIST OF FIGURES Figure Title Page 6-1 Item Number Description ........................................................................................ 6-5 LIST OF TABLES Table Title Page 6-1 Pay Item Selection for Principal Arterials ................................................................ 6-3 6-2 Pay Item Selection for General Highways .............................................................. 6-4 6-3 Functional Classification Code Descriptions ........................................................... 6-4 6-4 Performance Graded Binder Selection ................................................................... 6-6 6-5 Description of Quality Adjustment Items ............................................................... 6-10 6-6 Limits on Permissible Lift Thicknesses ................................................................. 6-116-7 Tack Coat Application Rates ................................................................................ 6-12

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6-5

6.2.4 Interpreting HMA Item Numbers HMA item numbers vary based upon nominal maximum aggregate size, compaction requirements, coarse aggregate friction requirements, quality adjustment items, and specification revision number except for Permeable Base, True & Leveling, and Shim courses. Figure 6-1 provides a description of how to interpret HMA item numbers. Figure 6-1 Item Number Description

6.2.5 Performance Graded Binder Selection The specific Performance Graded binder (PG binder) should be selected using the guidance in this section. The PG binder, which is used to bind the aggregate together, is selected based on the traffic conditions and environment to which the binder will be subjected to maximize its performance. Table 6-4, Performance Graded Binder Selection, includes both the Standard and Polymer Modified PG binder grades that can be used in New York. The traffic and environmental effects based on the geographic locations (Upstate and Downstate) have been taken into account in developing the PG binder selection table.

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6-6

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a. Standard PG Binder – The standard PG binder grades are 64S-22 (Standard) for Upstate and 64H-22 (High) for Downstate. These binders should be specified for typical projects where the calculated ESALs are 10 million or less for the roadway segment.

b. Polymer Modified PG Binder - The polymer modified PG binder grades are 64V-22 (Very High) and 64E-22 (Extreme) and they are modified with SB, SBS, Terminal Blend Crumb Rubber or other types of polymers to enhance the performance of the PG binder. The cost of asphalt mixtures with polymer modified PG binder may be $2.00 to $5.00 per ton higher than asphalt mixtures using standard grades. The polymer modified binder grade will be selected for roadway segments that meet, but not limited to, the following criteria:

• All controlled-access highways, i.e., Interstates, Expressways, and Parkways. • Greater than 10 million ESALs • Containing grades in excess of 4.0% • With multiple controlled intersections with moderate to high volume that could

potentially result in defects such as rutting, shoving, or corrugations, etc. • Where Standard PG binder used previously experienced defects such as, but not

limited to, rutting, shoving, corrugation, etc. • In areas where asphalt stripping is a potential concern (e.g. mixtures with gravel, granite

aggregate).

NOTE: A Special Note must be included in the contract documents indicating the grade of the PG binder for the roadway segment. If a polymer modified PG binder is selected, the Note must also include the elastomeric property requirements. See Section 6.2.6 of this chapter on the development of the Special Note. Other PG binder grades not listed may be specified in a given location with approval from the Regional Materials Engineer and the Materials Bureau. The Regional Materials Engineer should be consulted for assistance in the PG Binder selection. Table 6-4 Performance Graded Binder Selection3

Location Location by Counties Standard

PG Binder Grades (Material Designation)

Polymer Modified PG Binder Grades

(Material Designation)

Upstate All Other Counties Not Listed Under Downstate

64S-22 (702-64S22)

64V-221,2

(702-64V22)

Downstate

Orange, Putnam, Rockland, Westchester,

Nassau, Suffolk Counties and City of New York

64H-22 (702-64H22)

64E-22 (702-64E22)

1. For high volume roadways in Dutchess County, PG 64V-22 or PG 64E-22 may be specified with the concurrence of the Regional Materials Engineer.

2. For the Adirondack Region, PG 58E-34 (702-58E34) may be specified. 3. “S” is Standard grade, “H” is High grade, “V” is Very High grade, “E” is Extreme grade c. Poly-Phosphoric Acid (PPA) - PPA is a chemical modifier that is currently banned from

modifying any PG binder used for all Upstate projects because of its potential reaction with limestone aggregate since the primary aggregate for Upstate Regions is limestone. For Downstate Regions, the PPA modification of PG binder is restricted for limestone, RAP or gravel aggregate with limestone. PPA is also restricted for use as a cross-linking agent during polymer modification of PG binders. It is very important that correct statements restricting PPA are included in the Special Notes specifying the PG binder types.

6-6A

6.2.6 Special Note Development The PG binder grade and the mixture’s design level of “80 kN ESALs” (18-kip ESALs) must be conveyed by the Designer to the Contractor in the form of a Special Note in the proposal. These notes are specific to the project location, Upstate or Downstate, Standard or Polymer Modified PG binder grade, and the Estimated Traffic Level (asphalt mixture design level). The Note should read as follows: a. Standard PG Binder Grade Note

“Use a PG 64X-22 meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of asphalt mixtures for this project. Terminal Blend Crumb Rubber modifier may be used for this PG binder. When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve

as tested in accordance with Section 5.4 of M 332.” For “X” in the binder grade, use either “S” for Upstate or “H” for Downstate.

b. Polymer Modified PG Binder Note

“Use polymer modified PG 64Z-22 meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of asphalt mixtures for this project. In addition, the PG binder grade must also meet the elastomeric properties as indicated by one of the following equations for %R3.2:

1. For Jnr3.2 ≥ 0.1, %R3.2 >29.371 * Jnr3.2-0.2633

2. For Jnr3.2 <0.1, %R3.2 > 55

Where, y = R3.2 (% recovery at 3.2 kPa) x = Jnr 3.2 (average non-recoverable creep compliance at 3.2 kPa) When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve

as tested in accordance with Section 5.4 of M 332.” For “Z” in the polymer binder grade, use either “V” for Upstate or “E” for Downstate.

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6-6B

c. PPA Restriction. For Upstate projects, include the following statement in the Special Note: “Use of poly-phosphoric acid (PPA) to modify the PG binder properties is prohibited. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification.” For Downstate projects, include the following statement in the Special Note: “Use of poly-phosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures containing limestone, limestone as an aggregate blend component, limestone as a constituent in crushed gravel aggregate, or recycled asphalt pavement (RAP) that includes any limestone. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification.”

d. Estimated Traffic Level (Mixture design level)

The ESAL calculations for asphalt mixture design levels are described in Section 4.5 and Section 6.2.2 of this manual. Select the appropriate Estimated Traffic Level from the table below corresponding to the calculated ESALs and insert the following statement into the Special Note. “The mixture designs must be developed in accordance with the criteria specified in the asphalt mixture items that are appropriate for the Estimated Traffic Level of YY Million ESALs.”

Calculated ESALs (million) Estimated Traffic Level (YY) (million)

<0.3 <0.3

≤0.30 to <30 <30

≥30 ≥30

When the difference between the calculated ESALs and the next lower Estimated Traffic Level is less than 10%, consideration should be given to using the lower Estimated Traffic Level. For example, if the calculated ESALs are 32 million then <30 million Estimated Traffic Level should be selected instead of ≥ 30 million. Example notes are provided in Appendix 6A.

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6A-1 Appendix 6A

Example Special Note for Upstate Polymer Modified PG Binder, PG 58E-34 (Extreme)

SPECIAL NOTE

PG BINDER AND MIX DESIGN LEVEL Requirements of this note apply to all Section 402 and Section 404 Asphalt (HMA and WMA) items in this contract. PG BINDER Use polymer or Terminal Blend Crumb Rubber modified PG 58E-34 (Extreme) meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of hot mix asphalt mixtures for this project. In addition, the binder grade must also meet the elastomeric properties as indicated by one of the following equations for %R3.2:

1. For Jnr3.2 ≥ 0.1, %R3.2 >29.371 * Jnr3.2-0.2633

2. For Jnr3.2 <0.1, %R3.2 > 55 Where R3.2 is % recovery at 3.2 kPa Jnr 3.2 is the average non-recoverable creep compliance at 3.2 kPa When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve as tested

in accordance with Section 5.4 of M 332. Use of polyphosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures under this contract. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification. MIX DESIGN The mixture designs must be developed in accordance with the criteria specified in the HMA items that are appropriate for an Estimated Traffic Level of <30 Million ESALs.

Note: The PG binder for this project will be modified with polymer or CRM additives to meet the requirements stated above. Handling of the HMA shall be discussed at pre-construction and pre-paving meetings.

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Appendix 6A 6A-2

Example Special Note for Upstate Standard PG Binder, PG 64S-22 (Standard)

SPECIAL NOTE

PG BINDER AND MIX DESIGN LEVEL Requirements of this note apply to all Section 402 and Section 404 Asphalt (HMA and WMA) items in this contract. PG BINDER Use a PG 64S-22 (Standard) meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of hot mix asphalt mixtures for this project. Terminal Blend Crumb Rubber modifier may be used for this PG binder. When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve as

tested in accordance with Section 5.4 of M 332. Use of polyphosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures under this contract. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification. MIX DESIGN The mixture designs must be developed in accordance with the criteria specified in the HMA items that are appropriate for an Estimated Traffic Level of <30 Million ESALs.

Note: The PG binder for this project may be modified with CRM additives to meet the requirements stated above. Handling of the HMA shall be discussed at pre-construction and pre-paving meetings.

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6A-3 Appendix 6A

Example Special Note for Upstate Polymer Modified PG Binder, PG 64V-22 (Very High)

SPECIAL NOTE

PG BINDER AND MIX DESIGN LEVEL Requirements of this note apply to all Section 402 and Section 404 Asphalt (HMA and WMA) items in this contract. PG BINDER Use polymer or Terminal Blend Crumb Rubber modified PG 64V-22 (Very High) meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of hot mix asphalt mixtures for this project. In addition, the binder grade must also meet the elastomeric properties as indicated by one of the following equations for %R3.2:

1. For Jnr3.2 ≥ 0.1, %R3.2 >29.371 * Jnr3.2-0.2633

2. For Jnr3.2 <0.1, %R3.2 > 55 Where R3.2 is % recovery at 3.2 kPa Jnr 3.2 is the average non-recoverable creep compliance at 3.2 kPa When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve as

tested in accordance with Section 5.4 of M 332. Use of polyphosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures under this contract. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification. MIX DESIGN The mixture designs must be developed in accordance with the criteria specified in the HMA items that are appropriate for an Estimated Traffic Level of <30 Million ESALs.

Note: The PG binder for this project will be modified with polymer or CRM additives to meet the requirements stated above. Handling of the HMA shall be discussed at pre-construction and pre-paving meetings.

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Appendix 6A 6A-4

Example Special Note for Downstate Standard PG Binder, PG 64H-22 (High)

SPECIAL NOTE

PG BINDER AND MIX DESIGN LEVEL Requirements of this note apply to all Section 402 and Section 404 Asphalt (HMA and WMA) items in this contract. PG BINDER Use a PG 64H-22 (High) meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of hot mix asphalt mixtures for this project. Terminal Blend Crumb Rubber modifier may be used for this PG binder. When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve as

tested in accordance with Section 5.4 of M 332. Use of poly-phosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures containing limestone, limestone as an aggregate blend component, limestone as a constituent in crushed gravel aggregate, or recycled asphalt pavement (RAP) that includes any limestone. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification. MIX DESIGN The mixture designs must be developed in accordance with the criteria specified in the HMA items that are appropriate for an Estimated Traffic Level of <30 Million ESALs.

Note: The PG binder for this project may be modified with CRM additives to meet the requirements stated above. Handling of the HMA shall be discussed at pre-construction and pre-paving meetings.

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6A-5 Appendix 6A

Example Special Note for Downstate Polymer Modified PG Binder, PG 64E-22 (Extreme)

SPECIAL NOTE

PG BINDER AND MIX DESIGN LEVEL

Requirements of this note apply to all Section 402 and Section 404 Asphalt (HMA and WMA) items in this contract. PG BINDER Use polymer or Terminal Blend Crumb Rubber modified PG 64E-22 (Extreme) meeting the requirements of AASHTO M 332, Standard Specification for Performance Graded Asphalt Binder using Multiple Stress Creep Recovery (MSCR), for the production of hot mix asphalt mixtures for this project. In addition, the binder grade must also meet the elastomeric properties as indicated by one of the following equations for %R3.2:

1. For Jnr3.2 ≥ 0.1, %R3.2 >29.371 * Jnr3.2-0.2633

2. For Jnr3.2 <0.1, %R3.2 > 55 Where R3.2 is % recovery at 3.2 kPa Jnr 3.2 is the average non-recoverable creep compliance at 3.2 kPa. When terminal blend CRM PG binder is used, the following shall apply:

• Crumb rubber particles shall be finer than #30 sieve size. • The CRM PG binder shall be storage-stable and homogeneous. • The Dynamic Shear Rheometer (DSR) shall be set at 2-mm gap. • The CRM PG binder shall be 99% free of particles retained on the 600 µm sieve as

tested in accordance with Section 5.4 of M 332. Use of poly-phosphoric acid (PPA) to modify the PG binder properties is prohibited for mixtures containing limestone, limestone as an aggregate blend component, limestone as a constituent in crushed gravel aggregate, or recycled asphalt pavement (RAP) that includes any limestone. This prohibition also applies to the use of PPA as a cross-linking agent for polymer modification. MIX DESIGN The mixture designs must be developed in accordance with the criteria specified in the HMA items that are appropriate for an Estimated Traffic Level of <30 Million ESALs.

Note: The PG binder for this project will be modified with polymer or CRM additives to meet the requirements stated above. Handling of the HMA shall be discussed at pre-construction and pre-paving meetings.

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