الطريقة الحديثة لتصميم الخلطات الأسفلتية_pdf_29.pdf

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Road Institute

March 29 31, 2003

Role of Polymers on New Superpave AsphaltMix Design Specificaions for Roads

1 3 May 2005

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Introduction to Polymers

Superpave Mix Design

By

Eng. Hamad Alslyman

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PRESENTATION OUTLINE

SHRP and Superpave

SUperpave steps

Superpave

Pre-Superpave Mix Design Methods

Polymers Modified Asphalt (PMA) Technical Basis5

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Mix. Design History

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5/775/2/2006 Road Institute

HVEEM MIXDESIGN

Some Volumetric properties not

emphesized

Asphalt Content Selection very subjective

MARSHALLMIX DESIGN

Impact Compaction unrealistic

Stability not related toperformance

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Marshall Design Criteria

Light Traffic Medium Traffic Heavy TrafficESAL < 104 10 4 < ESAL< 10 ESAL > 106

Compaction 35 50 75

Stability N (lb.) 3336 (750) 5338 (1200) 8006 (1800)

Flow, 0.25 mm (0.1 in) 8 to 18 8 to 16 8 to 14

Air Voids, % 3 to 5 3 to 5 3 to 5

Voids in Mineral Agg.

(VMA) Varies with aggregate size

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SHRP and SuperPave

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Strategic Highway Research Program SHRP

User- Producers Steering Committee

Superior Performance Asphalt Pavement (SuperPave)

SHRP- SuperPave

Federal Highway Adm. SHRP- Implementation

SuperPave

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SUPERPAVE TECHNICAL BASIS

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1- Performance Based Specs

2- Measurement Based Tests

3- Stress-Strain Based Analysis

SUPERPAVE TECHNICAL BASIS

4- Behavior depends on:

- Temperature

- Time of loading

- Aging (properties change with time)

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SUPERPAVE LEVELS

Material Selection

Compaction and Vol. Design

Mix Performance Tests

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MATERIAL SELECTION

AGGREGATES

ASPHALT CEMENT (Binder)

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5/2/2006 Road Institute

AGGREGATES

Aggregate Properties

Aggregate Source

Aggregate Gradation

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AGGREGATES

Aggregate Gradation

1- Max Density Line

2- Control Points

3- Restricted Zone

G d

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100

0

.075 .3 2.36 4.75 9.5 12.5 19.0

% Passing

control point

restricted zone

max density line

max

size

nom

max

size

Sieve Size (mm) Raised to 0.45 Power

Superpave Aggregate Gradation

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Superpave Aggregate Gradation

Design Aggregate Structure

100

0

.075 .3 2.36 12.5 19.0

% Passing

Sieve Size (mm) Raised to 0.45 Power

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MATERIAL SELECTION

AGGREGATES

ASPHALT CEMENT (Binder)SUPERPAVE BINDER TESTS

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Dynamic Shear Rheometer (DSR)

-

otational Viscometer (RV) -

SUPERPAVE BINDER TESTS

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Bending Beam Rheometer (BBR)

-

olling Thin Film Oven (RTFO)

-

Pressure Aging Vessel (PAV) -

Direct Tension Tester (DTT) -



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RV

DTT

BBR

DSR

-202060135

PAV - AGING

RTFO - AGING

NO - AGING

Short Term Aging

Long Term Aging

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High Temperature Behavior

High in-service temperature

Desert climates Summer temperatures

Sustained loads

Slow moving trucks

Intersections

Viscous Liquid

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Permanent Deformation

Function of warm weather and traffic

Courtesy of FHWA

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Low Temperature Behavior

Low Temperature

Cold climates Winter

Rapid Loads

Fast moving trucks

Elastic Solid

Thermal cracks

Stress generated by contraction

Material is brittle

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Thermal Cracking

Courtesy of FHWA

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Aging

Short term

Asphalt reacts with oxygen

Long term

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Superpave Asphalt Binder Specification

The grading system is based on Climate

PG 64 - 22

Performance

Grade Average 7-day max

pavement temperature

Min pavementtemperature

New Superpave Performance Graded Specification

Tests Used in PG Specifications

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RV DSR BBR

Construction

Tests Used in PG Specifications

R i l Vi

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Rotational Viscometer

Inner Cylinder

Torque Motor

ThermoselEnvironmental

Chamber

Digital Temperature

Controller

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RV DSRBBR

Rutting, and

Fatigue

DSR E i t

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Area for

Liquid Bath

Motor

Parallel Plates

with Sample

DSR Equipment

DSR E ipm nt

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DSR Equipment

DSR

EquipmentComputer Controland Data

Acquisition

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RV

DSR

BBR

Rutting

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RV

DSR

BBR

Fatigue

Fatigue Cracking

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g g

Function of repeated traffic loads over time

(in wheel paths)

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Long Term Aging

( Pressure Aging Vessel )

Simulates aging of 7 to 10 years

50 gram sample is aged for 20 hours

Pressure of 2,070 kPa (300 psi)

At 90, 100 or 110 C

Pressure Aging Vessel

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Pressure Aging Vessel

Courtesy of FHWA

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RVDSR

BBR

ThermalCracking

Bending Beam Rheometer

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Bending Beam Rheometer

Air Bearing

Load Cell

Deflection Transducer

Fluid Bath

Computer

Bending Beam Rheometer Sample

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Bending Beam Rheometer Sample

Bending Beam Rheometer Equipment

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n ng am m r Equ pm n

Cooling

System

Fluid BathLoading

Ram

Direct Tension Test

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Direct Tension Test

Le

L

Load

Stress = = P / A

Strain f

f

Di t T i T t

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Direct Tension Test

Courtesy of FHWA

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Superpave Binder PurchaseSpecification

Performance Grades

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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82

(Rotational Viscosity) RV

90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82

((ROLLING THIN FILM OVEN)ROLLING THIN FILM OVEN) RTFORTFO Mass LossMass Loss 1.00 kPa

< 5000 kPa

> 2.20 kPa

S < 300 MPa m > 0.300

Report Value

> 1.00 %

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31

(Dynamic Shear Rheometer)

DSRG* sin

( Bending Beam Rheometer) BBR S Stiffness & m - value

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24

(Dynamic Shear Rheometer) DSR G*/sin


< 3 Pa.s @ 135 oC

> 230 oC

CEC

How the PG Spec Works

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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82


90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82


S < 300 MPa m > 0.300

Report Value

> 1.00 %

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31

(Dynamic Shear Rheometer) DSR G* sin


-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24



< 3 Pa.s @ 135 oC

> 230 oC

CEC

58 64

Test TemperatureTest Temperature

ChangesChanges

Spec RequirementSpec Requirement

Remains ConstantRemains Constant

> 1.00 kPa


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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82


90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82

((ROLLING THIN FILM OVEN)ROLLING THIN FILM OVEN) RTFORTFO Mass LossMass Loss 0.300

Report Value

> 1.00 %

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31



-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24



< 3 Pa.s @ 135 oC

> 230 oC

CEC

> 1.00 kPa

> 2.20 kPaUnagedUnaged

RTFO AgedRTFO Aged

P t D f ti

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Addressed by high temp stiffness

G*/sin on unaged binder > 1.00 kPa

G*/sin on RTFO aged binder > 2.20 kPa

> Early part of

pavementservice life

Heavy TrucksHeavy Trucks

Fatigue Cracking

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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82


90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82


> 2.20 kPa

S < 300 MPa m > 0.300

Report Value

> 1.00 %

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31



-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24



< 3 Pa.s @ 135 oC

> 230 oC

CEC

< 5000 kPa

PAV AgedPAV Aged

F i C ki

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Fatigue Cracking

Addressed by intermediate temperaturestiffness

G*sin on RTFO & PAV aged

binder < 5000 kPa

> Later part ofpavement service life

Low Temperature Cracking

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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82


90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82

(ROLLING THIN FILM OVEN) RTFO Mass Loss < 1.00 %

(Direct Tension) DT

(Bending Beam Rheometer) BBR Physical Hardening

28

-34 -40 -46 -10 -16 -22 -28 -34 -40 -46 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -10 -16 -22-28 -34

Avg 7-day Max, oC

1-day Min, oC

(PRESSURE AGING VESSEL) PAV

ORIGINAL

> 1.00 kPa

< 5000 kPa

> 2.20 kPa

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31



-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24



< 3 Pa.s @ 135 oC

> 230 oC

CEC

S < 300 MPa m > 0.300

Report Value

> 1.00 %

PAV Aged

Low Temperature Cracking

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PG 46 PG 52 PG 58 PG 64 PG 70 PG 76 PG 82


90 90 100 100 100 (110) 100 (110) 110 (110)

(Flash Point) FP

46 52 58 64 70 76 82

46 52 58 64 70 76 82

(ROLLING THIN FILM OVEN) RTFO Mass Loss < 1.00 %

(Direct Tension) DT

(Bending Beam Rheometer) BBR Physical Hardening

28

-34 -40 -46 -10 -16 -22 -28 -34 -40 -46 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -40 -10 -16 -22 -28 -34 -10 -16 -22-28 -34

Avg 7-day Max, oC

1-day Min, oC

(PRESSURE AGING VESSEL) PAV

ORIGINAL

> 1.00 kPa

< 5000 kPa

> 2.20 kPa

20 Hours, 2.07 MPa

10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 31 28 25 22 19 16 34 31 28 25 22 19 37 34 31 28 25 40 37 34 31



-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12 -

18 -24

-24 -30 -36 0 -6 -12 -18 -24 -30 -36 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 -30 0 -6 -12 -18 -24 0 -6 -12

-18 -24



< 3 Pa.s @ 135 oC

> 230 oC

CEC

S < 300 MPa m > 0.300

Report Value

> 1.00 %

PAV Aged

PG Binder Selection

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PG 58-22

PG 52-28

PG 64-10PG 58-16

> Many agencies have

established zones

PG Binder Selection

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COMPACTION AndVOLUMETRIC DESIGN

COMPACTION

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reactionframe

rotating

base

loading

ram

control and data

acquisit ion panel

mold

height

measurement

til t bar

Key Components of Gyratory Compactor

1.25o

Ram pressure

600 kPa

Volumetric Analysis

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Analyzing relationships between mass andvolume

Bulk specific gravity (BSG) Maximum specific gravity

Air voids

Effective specific gravity of aggregate

Voids in mineral aggregate, VMA

Voids filled with asphalt, VFA

Specimen Preparation

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Mechanical mixer

0.170 Pa-s binder viscosity

Superpave Volumetric Mix Design Specs

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Determine mix properties at NDesign and compare to criteria :

Dust proportion 0.6 to 1.2

Air voids 4% (or 96% Gmm)

VMA Based on Agg Size

VFA Based on Traffic V.

%Gmmat Nmin < 89%

%Gmmat Nmax < 98%

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Moisture SensitivityAASHTO T 283

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Calculate the TensileStrength Ratio (TSR)

AASHTO T 283

Determine the tensile strengths

of both sets of 3 specimens

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Mix Performance Tests

Mix Analysis Testing

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Type ofAnalysis

PermanentFatiqueCracking

Low Temp.cracking

Type of Distress

Intermediate

Complete

Frequency sweep

at constant height

Simple shear testat constant height

Repeated shear test

at cons shear ratio

Indirect tensile

strength

Uniaxil Strain test Volumetric test

lndirect tensile creep

Ind. tensile strength

Binder creep stiffnes and Creep rate

Simple shear testat constant height

Frequency sweep

at const. height

Indirect tensile

strength lndirect tensile creep Ind. tensile strength

Binder creep stiffness

and Creep rate

Frequency sweepat const. height

Simple shear test at const. height Repeated shear at const shear ratio

Simple Shear Testing System (SST)

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Indirect Tensile Testing System (IDT)

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POLYMER

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The word polymer is a combination of two Greek

words polys and meros. Polys means numerous,

and meros means part; therefore, polymer is a

compound of numerous parts. Actually, a polymer is a

large molecule which consist of of one or more

repeating units linked together by covalent bonds.

Requirements For Polymers

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Should be compatible with asphalt.

Should be capable of being processed by conventional

mixing and laying equipment.

Should be able to maintain their premium properties

during mixing, storage, and application services.

Should also be cost effective.

Ideal Polymers for PMA

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Increases the softening point of PMA

Maintains viscosity resulting in good hot-mix

workability.

Compatible with a wide range of asphalt

Excellent storage stability

Low shear blending Low melting point less than 180 degree C

Factors Affecting PMA Properties

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Asphalt Type

Polymer Type

Polymer Content

Methods of Modification

Synthetic Polymers

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Elastomers

Chosen to give more resilient and flexible pavements

Compatible with aromatic asphalt

Plastomers

Chosen to result in mixes higher stabilities and stiffnessmodulii.

Compatible with paraffinic and napthanic asphalt.

Polymer Types

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Plastomeric - stiffness ,strength, elasticityEV

EM

PE

Polybutadiene

Elastomeric - elasticity, elastomeric recoveryS S

S R

CRM

Compatibility

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Function of Chemistry

Function Of Shearing

Particles must be sheared fine to create

distribution and easy bitumen-polymer

reaction.Bitumen must be ABLE to react

Compatibility

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How well the polymer and asphalt interact

Depends on asphalt and polymer chemistry

Additives may be required

Profoundly affects the rheolgical properties of binder and

the mix performance

compatible EVA 3% EVA compatible 5%

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poorly compatible 5% EMA compatible EMA 5%

Effects of Incompatibility- Binder

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Lower Softening Point

Higher stiffness low temperatures

Lower stiffness high temperatures

Higher phase angle

Shorter storage times

Higher melt viscosity

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Thank You

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