Fouad Bayomy SJ Jung Richard Nielsen Thomas Weaver
description
Transcript of Fouad Bayomy SJ Jung Richard Nielsen Thomas Weaver
Development and Evaluation of
Performance Tests to Enhance Superpave Mix
Design and its Implementation in Idaho
Fouad Bayomy SJ Jung
Richard NielsenThomas Weaver
DTOS59-06-G-00029 (NIATT Project No. KLK479)ITD Project No. RP 481 (NIATT Project No. KLK483)
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Team Fouad Bayomy (PI),
Dynamic properties, and overall project phases
SJ Jung, Fracture and Fatigue studies
Richard Nielsen, Reliability Studies
Thomas Weaver, Constitutive Modeling
Graduate Students Ahmad Abu Abdo Baek, Seung Il
ITD Coordinator (s) Mike Santi (Main Contact) Ned Parrish (Research Mgr) Others?? To be identified…..
USDOT Ashley Bittner / Ed Weiner,
COTR Paul Ziman (FHWA, Boise
Office) Others…
External Testing / Consulting Idaho Asphalt Supply, Inc. Image analysis (Masad at TTI) X-Ray Tomography (WSU or
UT, Austin) NIATT and CE Support
Judy LaLonde Don Parks Others
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Why this project?
ITD Moves towards SuperpaveSuperpave Mix Design System
Implementation of M-E DesignM-E Design guide at the national level
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Project ObjectivesProject Objectives
Evaluate E* for Mixes that are commonly used in Idaho.
Determine E* vs. Temp for various binders used in Idaho, especially for polymer modified asphalts.
Develop constitutive models and develop procedure to estimate E* from given mix design properties.
Study of Gyratory Stability (GS) in relation to E*. Develop and evaluate mix fracture indicators for
ITD mixes. Incorporate reliability analysis.
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Funding US DOT $ 280 k ITD $ 150 k UI Match (in kind) $ 154k
Total $ 584 k
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Scope of Work
Phase A (Deformation study) Phase B (Fatigue and Fracture Study) Phase C (Implementation and Training) Phase D (Reporting)
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Phase A: Mix Resistance to Deformation (E* and GS/CEI)
Tasks Literature Review Analytical Analysis Agg and Binders Evaluation Preparation and Evaluation of HMA
Mixtures Data Analysis Phase A Reports
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Phase B: Mix Resistance to Fracture and fatigue Cracking
Tasks Literature Review Analytical Analysis Fracture Test Development Preparation and Evaluation of HMA
Mixtures Data Analysis Phase B Reports
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Phases C and D: Implementation, Training & Reports
Tasks Work with ITD to Implement the Products Develop a training workshop to
disseminate the products Final Report / Peer Review
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Project Progressas of Dec. 31, 2007
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Progress
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Phase / TaskQuarter
Month 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11
Task A1 – Review of previous studies and available data
10% 10% 2% 0% 2% 6% 30%
Task A2 – Analytical Analysis 12% 2% 4% 0% 18%
Task A3 – Experimental Design, Binder and Agg. Eval.
15% 15% 10% 5% 15% 60%
Task A4 – Prep and Evaluation of Asphalt Mixtures
5% 5% 10% 15% 35%
Task A5 – Data Analysis 10% 10%
Task B1 – Literature Review 10% 15% 5% 5% 5% 5% 45%
Task B2 – Finite Element Analysis 5% 5% 5% 15%
Task B3 – Development of the Fracture Test Procedure
12% 2% 14%
Task B4 – Prep and Evaluation of Asphalt Mixtures
0%
Task B5 – Data Analysis 0%
Task B6 – Reliability Analysis 0%
Task C1 – Development of Implementation Plan 0%
Task C2 – Training Program for ITD Personnel 0%
Tasks A6, B7 and C3 – Quarter Reports for USDOT
R1 R2 R3 R4 R5 R6 R7 Final 0%
Task D1: External peer review of the final report 0%
Task D2: Final report review by ITD 0%
Task D3: Final Report Submittal 0%
Phase C: Implementation of Research Products and Training
Reporting
Phase D: Final Report Review and Submittal
Q2 Q3 Q4Calendar Yr 2007
Year 1 Year 2 Year 3
Phase A: Evaluation of Mix Resistance to Deformation
Phase B: Evaluation of Mix Resistance to Fracture and Fatigue Cracking
Tot
al %
T
ask
Com
plet
ed
Q1 Q2 Q3 Q4 Q1Calendar Yr 2008 Calendar Yr 2009
Progress
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Phase / TaskQuarter
Month 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11
Task A1 – Review of previous studies and available data
10% 10% 2% 0% 2% 6% 30%
Task A2 – Analytical Analysis 12% 2% 4% 0% 18%
Task A3 – Experimental Design, Binder and Agg. Eval.
15% 15% 10% 5% 15% 60%
Task A4 – Prep and Evaluation of Asphalt Mixtures
5% 5% 10% 15% 35%
Task A5 – Data Analysis 10% 10%
Task B1 – Literature Review 10% 15% 5% 5% 5% 5% 45%
Task B2 – Finite Element Analysis 5% 5% 5% 15%
Task B3 – Development of the Fracture Test Procedure
12% 2% 14%
Task B4 – Prep and Evaluation of Asphalt Mixtures
0%
Task B5 – Data Analysis 0%
R1 R2 R3 R4 R5 R6 R7 Final
Calendar Yr 2007
Year 1
Phase A: Evaluation of Mix Resistance to Deformation
Phase B: Evaluation of Mix Resistance to Fracture and Fatigue Cracking
Q1 Q2 Q3Calendar Yr 2008
Phase A – Deformation Studies
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Literature Review Phase A – Task 1
A. Abu Abdo14
Page 15
Phase A: Task 1 Literature Review
Numerical and Analytical Predictive Models
Voigt(1889)
Reuss(1929)
Hirsch(1962)
Counto(1964)
Hashin(1964)
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Page 17
Finite Element Modeling
Discrete Element Modeling
Empirical Predictive Models Asphalt Institute Method (Shook and Kallas
(1969)) → only for 4 cps. Refined Witczak Equation (Miller et al. (1983))
→ Bigger range of data. Witczak and Fonesca Model (1996) –
MEPDG level 3 → Modified and Aged Binders and wider range of Temp.
Christensen et al. (2003) Model → G*. Modified Witczak Model (2006) → G* and 𝛿.
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Factors Affecting the Dynamic Modulus of Asphalt Mixes
Binder
Aggregates
Air voids
(Interaction?)
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Asphalt Binder Properties
1. Viscoity (RV)
2. Asphalt Binder Shear Modulus (G*).
Measured by the Dynamic Shear Rheometer.
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Aggregates Properties
1. Shape Characteristics
Angularity. Texture. Form/Sphericity.
Measured by AIMS.
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Aggregates Properties
2. Orientation (Δ).
Measured by: X-Ray tomography. Image Analysis.
2
1
1
2
1
2 )2(sin)2(cos1
M
k
kM
k
k
M
(Isotropy?)
Why Aggregate Orientation (Δ)?
Page 23
(After Masad 2002)
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Aggregates Properties
3. Structure.
Measured by the Gyratory Stability (GS).
Ndesign
Gyratory Stability, GS = SN . de NG1
Model Development Methodology
Quantify the properties of Aggregates using Image Analysis.
Incorporate these properties in a model to predict HMA Dynamic Modulus (E*).
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Use of E* for Rutting Prediction
Utilize the actual/predicted E* to evaluate permanent deformation in HMA,
vpveet
Φ
E’ =E*.cosΦ
E”=E*.sinΦ
E**Et
sin.*Evp
cos.*Evee
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Constitutive Models
Use FEA or DEM Simulation to validate our approach with actual test data.
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Analytical Analysis – Task A2Finite Element Analysis – Task B2
T. Weaver28
Purpose of Numerical Modeling
Predict E* given aggregate and binder properties
Predict pavement performance and assess influence of multiple variables (loads, environment) on behavior
Comparative assessment of mix designs
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Numerical Methods
Discrete Element
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Numerical Methods
Finite Elements
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Constitutive Models
Hooke’s Law
E
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Constitutive Models
Viscoelasticity
Viscoplasticity
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12
2
EE
EE
E ve
ve
1
1
1 mmvpnvp mAq
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Constitutive Models
Viscoelastoplasticvpve
Parameter
Anisotropy,
Viscoelastic stiffness, E1
Viscoelastic stiffness, E2
Poisson’s ratio,
Drucker-Prager friction angle,
Drucker-Prager cohesion,0
Perzyna’s viscoplastic parameter,
Perzyna’s viscoplastic parameter, N
Dilation Parameter,
Damage Parameter, 1
Damage Parameter,1
Damage Parameter,1
Hardening Parameter, 1
Hardening Parameter, 2
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Analyses using Viscoplasticity
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Analyses with Viscoelastoplastic Model
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Finite Element Analyses
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Finite Element Analyses
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Experimental ProgramPhase A – Tasks 3, 4 and 5
F. Bayomy39
Mix Matrix
4 Aggregates Structures (Fine Mix, SP3, SP4 and Coarse Mix).
8 Binders; PG 70-34, PG 70-28, PG 70-22, PG 64-34, PG 64-28, PG 64-22, PG 58-34 and PG 58-28.
7 Field Mixes.
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PG High Grade
PG Low Grade -34 -28 -22
70
AC% -0.5 Opt 0.5 -0.5 Opt 0.5 -0.5 Opt 0.5
Coarse Mix √ Mix 1 > 30x106 √ √ √ √ √ Mix 2
3 - 30x106 √ √
Fine Mix √
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PG Low Grade -34 -28 -22
AC% -0.5 Opt 0.5 -0.5 Opt 0.5 -0.5 Opt 0.5
Mix 1 > 30x106 √ Mix 2
3 - 30x106 √ √ √ √ √
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PG Low Grade -34 -28
AC% -0.5 Opt 0.5 -0.5 Opt 0.5
Mix 1 > 30x106 √ Mix 2
3 - 30x106 √
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Aggregate Gradation
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Test Setups
SGC
Coring Machine
SPTLVDT Fixture
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Test Setups
APADSR
AIMS Image Analysis
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Tests
Binder G*, and Master Curves - Completed
Gyratory Stability (GS) - Completed
E*, and Flow Number (Fn) (In progress)
APA
Image Analysis
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PG High Grade
PG Low Grade -34 -28 -22
70
AC% -0.5 Opt 0.5 -0.5 Opt 0.5 -0.5 Opt 0.5
Coarse Mix 8 Mix 1 > 30x106 22 13 22 13 22 Mix 2
3 - 30x106 13 13
Fine Mix 8
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PG Low Grade -34 -28 -22
AC% -0.5 Opt 0.5 -0.5 Opt 0.5 -0.5 Opt 0.5
Mix 1 > 30x106 13 Mix 2
3 - 30x106 13 22 13 22 22
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PG Low Grade -34 -28
AC% -0.5 Opt 0.5 -0.5 Opt 0.5
Mix 1 > 30x106 13 Mix 2
3 - 30x106 13
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Field MixesMix PG AC% APA E* GS/Jc/Jc*
1. (Jerome IC) 70-28 4.90% 2 2 32. (Topaz to Lava) 60-34 4.35% 2 2 3
3. (Lapwai to Spalding)
70-28 5.40% 2 2 3
4. (US 95/SH 6) 58-34 6.20% 2 2 35. (US 20) 70-28 5.12% 2 2 36. (SR270) 70-28 5.90% 2 2 3
7. (SR270) 70-28 5.10% 2 2 3
Total 14 14 21
In addition to MnROAD Mixes47
E* Testing is in progress
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Data Analysis – Task A5
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Binder Viscosity Results
0.01
0.10
1.00
10.00
130 135 140 145 150 155 160 165 170
Vis
cosi
ty,
Pa
.S
Temperature, oC
PG58-28
PG58-34
PG64-22
PG64-28
PG64-34
PG70-22
PG70-28
PG70-34
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Binder G* Results
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Phase B – Fatigue and FractureProgress in Tasks B1, 2 and 3
S. Jung53
Medani (2000) shows the results of 108 displacements controlled fatigue tests which were either 3 point or 4 point bending fatigue tests and derives following equation:
Nf : load cycles to failure,
ε : strain amplitude,
Vb: volume percentage of binder in the mix,
Va: volume percentage of air in the mix,
Vg: volume percentage of aggregate in the mix,
PI: Penetration index
Sm: stiffness modulus (in MPa)
Pen: penetration of the bitumen (in 0.10 mm)
VFB: voids in the aggregate skeleton filled with bitumen
= Vb/( Vb+ Va )
δ: Phase angle
Smix: Mix stiffness (MPa)
TR&B: Ring and ball temperature (°C)
m: slope of a master curve
nmas: n-value determined from the master curve
CF: correction factor
BRbbmixab
b TvpivSvv
vnk &1 01366.0log085.304551.0
4146552.1856.3456.1log
n
f kN
1
1
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H.J. Lee (2002) presents a prediction can be simplified for the fatigue life of asphalt mixes using viscoelastic properties only.
11 2
0
2*)5.0(1 )()(
4
Ea
fN b
f
2
01k
f kN
12*)5.0(11 )(
4
Ea
fk b
mk /212 12
where f = loading frequency
E* = dynamic modulus
a, b
= regression constants
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Flowchart for Proposed Test Procedure analysis(Daniel 2002)
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Method comparison
Number of loading is common variables Work with Cyclic loading Estimate fatigue information Work with energy concept
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Dynamic function
Monotonic function 58
Energy Comparison
Dynamic ApproachFailure Energy (lb.in)
0.21 for actual
0.38 for duplication
0.58 for under curve
Static ApproachNotch Failure Energy
(in) (lb.in)
0.59 5.22
1.03 4.56
1.5 2.32
*** Difference caused the following reasons; sample, peak load, deformation, loading condition (Hz, temperature, etc)
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MTS systemupgrade
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Sample preparation
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Modifying cooling unit
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Potential study variables
Temperature (°C) Strain rate(10-6 units/s)
Frequency(Hz)Monotonic Cyclic
(Daniel 2002) 5, 20 5, 12, 20 10, 30, 500, 1500 1, 10
(R. Lundstrom 2003) 0,10,20 100, 200, 400, 800 10
(T.O. Medani 2000) 5, 15, 20, 25, 30 for n 10-50
(H. J. Lee 2002) 25 5
Testing plan: plan to test 36 samples for each mix type to understand function of each variable
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Questions
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