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Development and Implementation of the
Superpave System in the USA And its Relationship to
Pavement Design
John A. D’Angelo
D’Angelo Consulting, LLC
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Superpave
• The final product of the SHRP asphalt program area is Superpave. Superpave isan acronym which stands for:
Superior
Performing
Asphalt
Pavements
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What is Superpave?
Performance-Based Specifications
Design and Analysis Tools
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Why Superpave?
• In the 1980’s pavement performance for the US highways was not improving.
• Demands on the system were increasing.
• New materials coming on the market were difficult to evaluate.
I N D U S T R Y
SUPERPAVE 2005
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Why SHRP?
• In the 1980’s procedures and practices could not assure performance.
• Unacceptable Risk.
2 Weeks Old !
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Changes
•Increased traffic and loadings
•Supply sources/changes
•Use of recycled materials (RAP)
•Drum plants vs. batch plants
•Personnel experience
•Staff reductions
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Distress Modes in Asphalt
• Primary three are:
– Rutting
– Fatigue cracking
– Low-temperaturecracking
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The Superpave System
– A performance-related binder specification
– A performance-related mix specification
– Mixture analysis tool (AMPT)
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Specification criteria is a function
of environment and traffic level
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PAV - aging
RTFO - aging No aging
Time
RV DSR BBR
DTT
Rutting Fatigue Cracking Thermal CrackingProduction
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7 Asphalt Binders
AZCRM----70-22
1
PG70-22Control
2
AirBlown
3
SBS
4
TXTBCR
5
TP
6
PG70-22+Fibers
7
PG70-22
8
SBS64-40
9
AirBlown
10
SBS
11
TP
12
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y = -7.4519x + 10.956
R2 = 0.1261
0
2
4
6
8
10
12
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
rutting inches
G*/
sin
d 6
4C
Relationship between G*/ sinδ and ALF rutting
Existing SHRP specification has poor
relationship to rutting for modified systems.
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Creep
Str
ess
time
time
Cre
ep S
train
0.1 kPa
3.2 kPa
1 10
Multi Stress Creep and Recovery
Test using the
DSR applying
a 1 sec creep
stress followed
by 9 sec
recovery.
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Relationship between Jnr and ALF rutting
25.6kPa
y = 4.7357x - 1.1666
R2 = 0.8167
0
0.5
1
1.5
2
2.5
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
ALF Rutting in
Jn
r
MSCR can adjust for field
conditions and has excellent
relations to performance.
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Miss I55 6yr rut Jnr 3.2 kPa
y = 0.2907x + 0.1297
R2 = 0.7499
0
0.5
1
1.5
2
2.5
3
3.5
4
0 2 4 6 8 10 12
6 yr Jnr 3.2 kPa
binder mod true grade rut mm 70C
Ultrapave SBR 70-27 4.5 1.7
Styrelf SB 77-29 2 0.44
GTR 80 75-29 1.5 1.21
Sealoflex SBS 82-27 3 0.19
Multigrade 72-24 5 2.13
Cryo Rubber 75-28 7 1.62
Control 70-24 11 3.5
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Original
DSR G*/sinδMin 1.0
64
RTFOT
64 Standard
MSCR3.2 <4.064
64 Heavy
MSCR 3.2<2.064
64 Very heavy
MSCR3.2 <1.064
PAV
S grade
DSR G*sinδ
Max 5000
28 25 22 19 16
H & V grade DSR G*sinδMax 6000
28 25 22 19 16
Low temp BBR and DTT remain unchanged
[(MSCR3.2 –MSCR 0.1)/
MSCR 0.1] < .75
AASHTO MP 19
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Asphalt Mixture Behavior
• Permanent Deformation
• Fatigue Cracking
• Low Temperature Cracking
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Major Steps in Superpave
• Selection of Materials
• Selection of a Design Aggregate Structure
• Selection of the Design Binder Content
• Evaluation of Dynamic Modulus, |E*|, and Creep Compliance
• Evaluation of Moisture Sensitivityof the Design Mixture
SP
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FHWA .45 Power Chart
19
100
0.075 .3 2.36 4.75 9.5 12.5 19.0
Percent Passing
control point
max density line
max
size
nom
max
size
Sieve Size (mm) Raised to 0.45 Power
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Original Superpave Gyration Levels
20
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China - 200521
US Superpave (ESAL80kN)SGC Compaction Effort
*Base mix (< 100 mm) option to drop one level, unless
the mix will be exposed to traffic during construction.
Million
ESAL’s N ini N des N max App
< 0.3 6 50 75 Light
0.3 to < 3 7 65 98 Medium
3 to < 10 8 80* 120 High
10 to <30 8 80 120 High
> 30 9 100 160 Heavy
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Equipment Specifications
AASHTO T312
• Pressure - 600 ± 18 kPa
• Angle of Gyration - 1.25 ± 0.02° external or, 1.16 ± 0.03° internal
• Rate of Gyration - 30 ± 0.5
• Specimen Height, nearest 0.1mm
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Equipment Specifications
AASHTO T312
• Pressure - 600 ± 18 kPa
• Angle of Gyration - 1.25 ± 0.02° external or, 1.16 ± 0.03° internal
• Rate of Gyration - 30 ± 0.5
• Specimen Height, nearest 0.1mm
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NIST
Dynamic Angle Validator
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NIST
Dynamic Angle Validator
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NCHRP Superpave Projects
• Over 15 projects for further development of Superpave
– Binder test and procedures
– Modified binders
– Mix design
– Performance testing
– Construction Quality Assurance
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ImplementationCritical Steps…
• Equipment Standards
– Reference materials (binder only)
– Certification/Calibration procedures
• Standardized Procedures
– Ruggedness, assessment of procedure
– Precision/Bias, tied to acceptance system
– Refinement, instrumentation and software
• Laboratory Accreditation (AMRL)
– Quality Manual/System
– Proficiency Testing (annual)
I N D U S T R YSUPERPAVE 2000
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Next Generation of Performance Testers
• New tests have a closer relationship to fundamental properties of the mix.
• Measured material properties tied to performance models to estimate distress.
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AC Mix Performance Tester
The test can evaluate the rutting and fatigue response of the AC mix.
The equipment is relatively inexpensive and easy to use.
Test results are inputs for the Mechanistic Empirical Pavement Design Guide.
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Displacement
75 ~ 125 µε
Cyclic Loading
Dynamic Modulus TestAASHTO TP 62
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Dynamic Modulus E*
LoadDisplacement
75 ~ 125 µε
Loading Frequency
Phase Angle
*0
0
e
s= E
0s0e
= dynamic stress
= recoverable axial strain
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Repeated Load Test Results Rutting
0
5,000
10,000
15,000
20,000
25,000
30,000
35,000
40,000
45,000
50,000
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000
Mic
rostr
ain
Load Cycles
12.5_Coarse_PG 67-22 Mix
12.5_Coarse_PG 76-22 Mix
TertiaryFlow
SecondaryFlow
PrimaryFlow
SecondaryFlow
PrimaryFlow
FlowNumber
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What’s New in Flexible
Pavement Design?
Mechanistic Empirical Pavement Design Guide
HMA Materials PropertiesTied Directly to the Pavement
Structural Design
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The MEPDG Integrates
Pavement Design
ConstructionPavement
Management
Materials Selection
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What’s New in Flexible
Pavement Design?
• Asphalt Materials Characterization directly from Superpave
Mix properties determined from volumetric mix design
Binder properties determined from PG grading
Mix Modulus determined from the Superpave Asphalt Mix Performance Test
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Asphalt Design Theory
Climate Inputs
EICM
Structure & Mat’l Properties
Mechanistic Analysis
Traffic
Transfer Functions
Predicted Performance
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M-E Guide Outputs: Flexible
Fatigue Cracking
Thermal Cracking
IRIRut Depth
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How do you make it work
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The key is identifying the problemRequires Asking the Right
Question.
• Is the rock too large?
• Or is the truck too small?
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If the rock is too big
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If the truck is too small
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Research to Specifications
• The SHRP Experience
– 1984 STRS Report
– 1987 SHRP Program
– 1993 SHRP completion
– 1993 Implementation initiation
– 2000 declaration of success
– 2006 last highway agency adopts SHRP binder specification.
– 2013 Continued Development for improvement
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China - 200543
Sometimes to appreciatewhere we are …
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We need to remember wherewe have been.
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