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Asphalt Binder Characteristics Affecting Durability Cracking
Mike Anderson
11th Arizona Pavements/Materials ConferenceNovember 19-20, 2014Tempe, AZ
Acknowledgments
• TPF-5(153) Optimal Timing of Preventive Maintenance for Addressing Environmental Aging in Hot-mix Asphalt Pavements
• MN, MD, OH, TX, WI, LRRB• Thomas J. Wood, Lead Agency Contact
• Airfield Asphalt Pavement Technology Program (AAPTP) Project 06-01
• Techniques for Prevention and Remediation of Non-Load-Related Distresses on HMA Airport Pavements
• AAPTP sponsors and research panel
• Member Companies of the Asphalt Institute
Team
• Asphalt Institute• AMEC
• Doug Hanson, Researcher• Consultant
• Gayle King, Researcher
Concept
Year
Dura
bilit
y Pa
ram
eter
Critical Range
Cracking
Non-Cracking
General Concept
• In-service aging leads to oxidation and loss of flexibility at intermediate and low temperatures
• Block-cracking• when environmental (non-load) conditions
create thermal stresses that cause strain in the asphalt mixture that exceeds the failure strain
General Concept
• In-service aging leads to oxidation and loss of flexibility at intermediate and low temperatures
• Preventing or mitigating distress• identify a property of the asphalt binder or
mixture that sufficiently correlates with its flexibility
• provide a procedure to monitor when flexibility reaches a state where corrective action is needed
Asphalt Durability
• A durable asphalt: • has physical properties necessary for desired initial
product performance, and• is resistant to change in physical properties during
long-term, in-use environmental aging
Petersen, J.C., “Chemical Composition of Asphalt as Related to Asphalt Durability-State of-the-Art”, TRR. 999, 1984
Asphalt Oxidation
Vallerga: Age-Embrittlement
Raveling Block Cracking
Witczak and Mirza: Global Aging Model (1995)
Depth
Stiffness
Asphalt Oxidation
• Physical Changes – Ductility• Block cracking severity related to ductility at 60ºF
(15ºC) – Kandhal (1977)• “Low-Temperature Ductility in Relation to Pavement
Performance”, ASTM STP 628, 1977• Loss of surface fines as ductility = 10 cm• Surface cracking when ductility = 5 cm • Serious surface cracking when ductility < 3 cm
1981 CA Durability Study
0
4
8
12
16
0 20 40 60Aging Time, Months
Kemp, et.al.Sacramento (62.9C), 7-9% Air Voids, Non-Absorptive Aggregate
Valley
LA Basin
Santa Maria
Abso
lute
Vis
cosi
ty R
atio
, (A
ged/
Orig
inal
)
Rate of Aging
0
5,000
10,000
15,000
20,000
25,000
Original RTFO PAV
AAG
AAK
AAM
G*
(Pa)
, 60C
, 10
rad/
s
Rate of Aging (Normalized – Original)
0
5,000
10,000
15,000
20,000
25,000
Original RTFO PAV
AAG
AAK
AAM
G*
(Pa)
, 60C
, 10
rad/
s
More Recent Aging Research
• Texas A&M Research (Glover, et.al.)• 2005• “Development of a New Method for Assessing
Asphalt Binder Durability with Field Evaluation”• Build on work by Kandhal suggesting block
cracking and raveling is related to low binder ductility after aging
• Identified rheological parameter related to ductility
Dynamic Shear Rheometer
• Mastercurve at 15°C• 8-mm parallel plate• 5, 15, and 25°C• Frequency sweep (0.1 to
100 rad/s)• Obtain Texas A&M
parameter at 0.005 rad/s• G′/(η′/G′)• Related to ductility at
15°C and 1 cm/min.
Ductility and DSR Parameter
(Glover et.al., 2005)
AAPTP 06-01
• Lab Study• Asphalt Binder Study
• Various aged conditions• Asphalt Mixture Study
• Various aged conditions• Field Study
• Limited validation of lab findings• Asphalt binder and mixture tests
Asphalt Binders
• Three asphalt binders representing different expected aging characteristics
• Selected based upon the relative relationships between low temperature stiffness (S) and relaxation (m-value)
• West Texas Sour (PG 64-16)• 3.1°C m-controlled
• Gulf Southeast (PG 64-22)• 1.3°C m-controlled
• Western Canadian (PG 64-28)• 0.6°C S-controlled
BBR: Gulf-Southeast (GSE)
-40
-30
-20
-10
0 20 40 60 80
Tem
pera
ture
, °C
PAV Aging Time, Hrs
Tc,S(60)
Tc,m(60)
Effect of PAV Aging Time on ∆Tc
- 6.0
0.0
6.0
12.0
0 20 40 60 80
PAV Aging Time, Hrs
WTXGSE WC
Diffe
renc
e Be
twee
n Tc
,m a
nd T
c,S
(°C)
Mastercurve Procedure
y = 0.035x -0.670
R² = 0.853
0
2
4
6
8
10
12
1E-04
Duct
ility
at 1
5°C,
1cm
/min
(cm
)
G′/(η′/G′) at 15°C, 0.005 rad/s (MPa/s)
WTX GSE WC
1E-03 1E-02 1E-01
Relationship between ∆Tc and Ductility
y = 7.77e-0.27x
R² = 0.74
0
2
4
6
8
10
12
-2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0Duct
ility
at 1
5°C,
1 c
m/m
in (c
m)
Difference Between Tc,S(60) and Tc,m(60), °C
WTX GSE WC
Relationship between G′/(η′/G′) and ∆Tc
1E-07
1E-05
1E-03
1E-01
-6.0 0.0 6.0 12.0
Difference Between Tc,m(60) and Tc,S(60), °C
WTXGSEWC
G′/(
η′/G
′), M
Pa/s
Effect of Aging
1E+03
1E+05
1E+07
1E+09
0 45 90Phase Angle, degrees
G*, P
a
Glover-Rowe Parameter
Rowe: Prepared Discussion to M. Anderson paper - AAPT 2011
Ductility15C, 1 cm/min
Glover-Rowe0.005 rad/sec
Damage Onset:Early Raveling
5 180 kPa
Damage Visible:Surface cracking
3 600 kPa
Gʹ / ( ) = G*ω((cos δ)2/ sin δ)ηʹGʹ
Rowe: Prepared Discussion to M. Anderson paper - AAPT 2011
0 hr PAV
20 hrPAV
40 hrPAV
80 hrPAV
3.5
4
4.5
5
5.5
6
6.5
7
0 10 20 30 40 50 60 70 80 90
log G*(Pa)
Phase Angle
WTXGSEWC
No BlockCracking
BlockCracking
Glover-Rowe Plot in Black Space:DSR on Aged Binders (15°C; 0.005 rad/s)
Field Validation
• Three general aviation (GA) airport projects representing four in-service pavements
• Roundup (Montana)• Upper layer representing the new pavement (Roundup
Top)• Lower layer representing the older pavement (Roundup
Bottom)• Clayton (New Mexico)
• Some low-severity longitudinal cracking and raveling • Conchas Lake (New Mexico)
• Some low-to-moderate severity raveling was identified over most of the paved area
• Pavement surface appeared slightly oxidized
Relationship between G′/(η′/G′) and ΔTc (with Field Cores)
1E-01
-6.0 -3.0 0.0 3.0 6.0 9.0 12.0
Difference Between Tc,m(60) and Tc,S(60), °C
Recovered
1E-03
1E-04
1E-05
1E-06
1E-07
1E-02G′/(η′/G′),
MPa
/s
West Texas SourGulf SoutheastWestern Canadian
Summary – AAPTP 06-01 Research
• Past research• Some relationship between ductility (conducted at
an intermediate temperature) and the durability of an asphalt pavement
• Texas A&M research validated through identification of DSR parameter, G′/(η′/G′), at 15°C and 0.005 rad/s
Summary – AAPTP 06-01 Research
• Current research• Confirmed relationship of Texas A&M DSR
parameter, G′/(η′/G′), at 15°C and 0.005 rad/s, to ductility
• Identified similar parameter through BBR testing, ΔTc, which quantifies the difference in continuous grade temperature for stiffness and relaxation properties
• Parameters appear to quantify the loss of relaxation properties as an asphalt binder ages
Summary – AAPTP 06-01 Research
• Field Studies• Four sections from three GA pavements in
Montana and New Mexico• Findings generally matched the lab studies, with
the newer pavements having values of G′/(η′/G′) and ΔTc that indicated less aging and more flexibility than the older pavements
Concept
0 2 4 6Year
G′/
(η′/
G′)
or Δ
Tc
Critical Range
Cracking
Non-Cracking
9E-04 MPa/s or 2.5°C
TPF-5(153)
• Laboratory and Field Evaluation of MnROAD and Other Test Sections
• Critical fracture parameters monitored throughout the life of the pavement
• Appropriate remedial action can be taken as the critical limit is approached
• Simple tests to be used for field monitoring purposes
• physical properties from simple tests correlated to crack predictions from DC(t) or other more sophisticated fracture tests.
MnROAD Low Volume Road
MnROAD Cell 24
24A (2008)
24B (2009)
24C (2010)
24D (2011)
24E (2012)
24F (2013)
CRS-2PCRS-2P
CRS-2PCSS-1
MnROAD Cores: Recovered Binder Testing
• Extraction/Recovery• Centrifuge extraction
using toluene/ethanol• Recovery using
Rotavapor
• 2 Cores (150-mm diameter x 12.5-mm thickness)
• ~50 grams asphalt
12.5-mm
Mid (B)Top (A)
Bottom (C)
MnROAD Cores: Binder Testing
• Each Layer• DSR Temperature-Frequency Sweep
• Three temperatures (5, 15, 25°C) using 8-mm plates
• Rheological mastercurves for modulus (G*) and phase angle (δ)
• BBR• Tc determined to the nearest 0.1°C for S(60) and m(60)• Difference in Tc (ΔTc)
MnROAD Cell 24: Effect of Layer Depth
1.0E-05 3.0E-05 5.0E-05
6.25
23.75
41.25
G′/(η′/G′) at 15°C, 0.005 rad/s, MPa/s
24A Non Travel24B Non Travel24F Non Travel
Aver
age
Laye
r Dep
th, m
m
Witczak and Mirza: Global Aging Model (1995)
Depth
Stiffness
Binder Testing
• Linear Amplitude Sweep (LAS) Test• DSR Test
• Frequency Sweep (0.1 – 30 Hz)• Continuous Oscillation at 10 Hz with Linearly-Increasing
Strain from 0.1 to 30%• Viscoelastic Continuum Damage (VECD) analysis to get
reduction in G*sin δ• Cycles to failure as a function of strain
Nf = AγB
LAS Frequency Sweep
y = 3.013E+06x5.654E-01
R² = 9.976E-01
1.00E+05
1.00E+06
1.00E+07
1.00E+08
0.1 1.0 10.0 100.0Frequency, Hz
LAS: Frequency Sweep at 16°C
C24A Non-Travel Top
Power (C24A Non-Travel Top)
LAS Strain Sweep
0
100,000
200,000
300,000
400,000
500,000
600,000
700,000
0 2 4 6 8 10 12 14 16
Effe
ctiv
e Sh
ear S
tres
s [P
a]
Effective Shear Strain [%]
Amplitude Sweep
Aging as a Function of Depth and Time:LAS Slope (B)
2.800
2.900
3.000
3.100
3.200
3.300
3.400
3.500
3.600
3.700
3.800
C24A Top C24A Mid C24A Bot
|LAS
Slo
pe (B
)|
2010
2011
Aging as a Function of Depth and Time:LAS Nf (2%)
-
2,000
4,000
6,000
8,000
10,000
12,000
14,000
16,000
18,000
20,000
C24A Top C24A Mid C24A Bot
LAS
Nf (
2%)
2010
2011
Effect of Aging (Conceptual)
0.0E+00
2.0E+06
4.0E+06
6.0E+06
8.0E+06
1.0E+07
1.2E+07
1.4E+07
1.6E+07
0 2 4 6 8 10Year
Nf
ESALs
MnROAD Cell 24: Aging Profile
Spec Limit
1E-05
1E-04
1E-03
1E-022008 2010 2012 2014
G′/(
η′/G
′) at
15°
C a
nd 0
.005
ra
d/s,
MPa
/s
Summary
• Effects of Aging• Increase stiffness• Decrease flexibility
• Surface Cracking
Thanks!R. Michael (Mike) Anderson, P.E.Director of Research and Laboratory ServicesAsphalt Institute2696 Research Park Dr.Lexington, KY 40511-8480859.288.4984 office859.422.1301 [email protected]