Procedures for the Static and Repeated-Load Indirect Tensile Test
CEDR Transnational Road Research Programme Call 2012 ... · indirect tensile test, four point...
Transcript of CEDR Transnational Road Research Programme Call 2012 ... · indirect tensile test, four point...
CEDR Transnational Road Research ProgrammeCall 2012: Recycling: Road construction in a post-fossil fuel societyfunded by Denmark, Finland, Germany,Ireland, Netherlands and Norway
Towards a sustainable 100% recycling of reclaimed asphalt in road pavements
International Workshop on Recycling:Road Construction in a post-fossil fuel Society
- Material Performance -
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
WP2: Mix andBlend design
WP3: Technologyup-scaling atasphalt plant WP5:
SustainabilityAssessment
WP4:PerformanceAssessment
Raw Materialcharacterisation Blends design Mix design
Validation ofMix Design of0%, 30%, 60%, 100% RA
PavementDURABILITY
LCA andLCCA
Othersustainability
metrics
High Content RA-Warm asphaltsfor wearing courses
Mixes and BinderCharacterisation
Pavement Design Lifecalculation
TechnologyUp-scalingguidelines
Sustainabilityassessment
methodology
WP1: Coordination, Management, Advisory board and Dissemination
Introduction
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Outline
Materials
Material Performance
Binder Performance
Asphalt Performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Outline
Materials
Material Performance
Binder Performance
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Materials testedAsphalt Mixes for Wearing Courses
German asphalt mixes
Binder type : Polymermodified bitumenPmB 25/55-55
0% RA30% RA60% RA
60% RA + AdditivesAggregate type :
Gravel and granitesources
Mixture of rejuvenator+ warm mix additives'Storbit+‘ STORIMPEX
Fillers : Limestone
Fibers : Pelletizedcellulose fibers
Asphalt mix : SMA 8S
Italian asphalt mixes
Binder type : Pavingbitumen
Bitumen type 50/70
0% RA30% RA + Additives60% RA + Additives90% RA + Additives
Aggregate type :Basaltic and volcanic
sourcesMixture of rejuvenator+ warm mix additives‘Storbit +’ STORIMPEX
Fillers : Limestone
Asphalt Mix : “AC 16”
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
1611.285.642.8210.50.250.1250.063
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
Ret
aine
d [
M.-%
]
Pas
sing
[M
.-%]
Sieve [mm]
grading limits for SMA 8S [TL Asphalt 09]
grading limits for AC 16 [ANAS]
Materials tested
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
1611.285.642.8210.50.250.1250.063
010203040506070809010000
102030405060708090
100
Reta
ined
[M
.-%
]
Pass
ing
[M
.-%
]
Sieve [mm]
SMA 8S with 0% RA SMA 8S with 30% RA SMA 8S with 60% RA SMA 8S with 60% RA + AdditiveGrading limits for SMA 8S [TL Asphalt 09]
1611.285.642.8210.50.250.1250.063
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
Reta
ined
[M
.-%
]
Pass
ing
[M
.-%
]
Sieve [mm]
Grading limits for AC 16 [ANAS]
Materials tested
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
1611.285.642.8210.50.250.1250.063
0
10
20
30
40
50
60
70
80
90
1000
10
20
30
40
50
60
70
80
90
100
Reta
ined
[M
.-%
]
Pass
ing
[M
.-%
]
Sieve [mm]
AC 16 with 0% RA
AC 16 with 30% RA + Additive
AC 16 with 60% RA with Additive
AC 16 with 90% RA with Additive
Grading limits for AC 16 [ANAS]
Materials tested
1611.285.642.8210.50.250.1250.063
010203040506070809010000
102030405060708090
100
Reta
ined
[M
.-%
]
Pass
ing
[M
.-%
]
Sieve [mm]
SMA 8S with 0% RA SMA 8S with 30% RA SMA 8S with 60% RA SMA 8S with 60% RA + AdditiveGrading limits for SMA 8S [TL Asphalt 09]
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Outline
Materials
Material Performance
Binder Performance
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Binders properties characterisation
• Rutting resistanceMultiple Stress Creep recovery test
• Fatigue resistanceTime Sweep test
• Thermal cracking resistance
• Critical temperatures
Material performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Rutting resistance
Multiple Stress Creep Recovery (MSCR) tests [AASHTO T 350-142014]
- improvement of the Superpave specification (poor relation authorsbetween Superpave rutting parameter (G*/senδ) andreal rutting in mixtures)
- test temperature of 60⁰C- 9 stress levels [kPA]: 0.1, 0.2, 0.4, 0.8, 1.6, 3.2, 6.4, 12.8 and 25.6
Result: Recoverable and Non-Recoverable Creep Compliance (Jnr [%])for each stress level
Binder performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Rutting resistance Recovery [%] of SMA 8S binders at 0.1 kPa, 3.2 kPa and 6.4 kPa
0
10
20
30
40
50
60
0.1 KPa 3.2 KPa 6.4 KPa
Rec
over
y %
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
Binder performance
increased percentage of RA leads to an increase of the percentage ofrecovered strains, meaning that better resistance to rutting will be provided.
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0
10
20
30
40
0.1 Kpa 3.2 Kpa 6.4 Kpa
Rec
over
y %
AC 16 with 0% RA
AC 16 with 30% RA + Additive
AC 16 with 60% RA + Additive
AC 16 with 90% RA + Additive
Rutting resistance Recovery [%] of AC 16 binders at 0.1 kPa, 3.2 kPa and 6.4 kPa
Binder performance
increased percentage of RA leads to an increase of the percentage ofrecovered strains, meaning that better resistance to rutting will be provided.
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Fatigue resistance
Time Sweep tests- DSR tests- test temperature of 20⁰C- test frequency of 10 Hz- different strain/stress levels- failure considered as the decrease of 50% of the initial complex
modulus (G*)
Result: Fatigue curves for each binder
Binder performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
SMA 8S with 0% RAy = 32.496x-0.233
R² = 0.9927
SMA 8S with 30% RAy = 25.906x-0.219
R² = 0.9376
SMA 8S with 60% RAy = 26.19x-0.229
R² = 0.9835
SMA 8 S with 60% RA + Additivey = 27.744x-0.22
R² = 0.9932
1
10
1,000 10,000 100,000
Init
ial S
trai
n [%
]
Failure Cycle Nf
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
Binder performanceFatigue resistance Fatigue laws of SMA 8 S binders
increased percentage of RA leads to an decrease of fatigue life
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
AC 16 with 0% RAy = 53.744x-0.319
R² = 0.9903
AC 16 with 30% RA + Additivey = 30.955x-0.254
R² = 0.9752
AC 16 with 60% RA + Additivey = 28.506x-0.242
R² = 0.9998
AC 16 with 90% RA with Additivey = 19.622x-0.247
R² = 0.9933
1
10
1,000 10,000 100,000
Init
ial S
trai
n[%
]
Failure Cycle Nf [-]
AC 16 with 0% RA
AC 16 with 30% RA + Additive
AC 16 with 60% RA + Additive
AC 16 with 90% RA + Additive
Binder performanceFatigue resistance Fatigue laws of AC 16 binders
increased percentage of RA seems to increase the fatigue life
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Outline
Materials
Material Performance
Binder Performance
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Asphalt properties characterisation
Material performance
• Stiffness behaviourindirect tensile test, four point bending beam testEN 12697-26
• Fatigue resistanceindirect tensile test, four point bending beam testEN 12697-24
• Rutting resistancewheel tracking test, uniaxial cyclic compression testsEN 12697-22/ EN 12697-25
• Moisture damage resistanceindirect tensile testEN 12697-23/12
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Stiffness behavior
- Four Point Bending Beam tests- Indirect Tensile Tests
- specimens produced by roller sector compaction
- test temperature: -10 to 30⁰C- test frequency: 0.1Hz to 20Hz
Result: stiffness modulus master curves
- depending on the reduced frequency (αT) determined by Arrheniusequation
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Phas
e an
gle
[rad
]
Complex modulus |E| [N/mm²]
20 °C
10 °C
0 °C
-10 °C
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
2.5 3.0 3.5 4.0 4.5
Phas
e an
gle
[rad
]
log10|E| [N/mm²]
Stiffness behavior
Asphalt performance
Log10|E| [N/mm²]
Phas
e an
gle
[rad
]
- different approaches to determine the reduced frequency withconstant and variable shift factor(determination of Emin and Emax based on phase angle)
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Stiffness behavior
Asphalt performance
0
5,000
10,000
15,000
20,000
25,000
-2.00 0.00 2.00 4.00 6.00
Stif
fnes
s m
odul
us E
[N
/mm
²]
log(αT∙f) [-]
Regression Values
Experimental Values
y = 0.999xR² = 0.9945
0
5,000
10,000
15,000
20,000
25,000
0 5,000 10,000 15,000 20,000 25,000
Stif
fnes
s m
odul
us E
reg
[N/m
m²]
Stiffness modulus Eexp [N/mm²]
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0
5,000
10,000
15,000
20,000
25,000
-2.00 -1.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stif
fnes
s m
odul
us E
[N
/mm
²]
log(αT∙f) [-]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
0
5,000
10,000
15,000
20,000
25,000
-2.00 -1.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stif
fnes
s m
odul
us E
[N
/mm
²]
log(αT∙f) [-]
AC 16 with 0% RA
AC 16 with 30% RA + Additive
AC 16 with 60% RA + Additive
AC 16 with 90% RA + Additive
Asphalt performanceStiffness behavior Master curve of SMA 8 S and AC 16 asphalt mixes @ Ts=20⁰C SMA 8 S: stiffness increases with an increasing amount of RA AC 16: almost no difference between temperature related stiffness’s
constant shift factor constant shift factor
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0
5,000
10,000
15,000
20,000
25,000
-2.00 -1.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stif
fnes
s m
odul
us E
[N
/mm
²]
log(αT∙f) [-]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
0
5,000
10,000
15,000
20,000
25,000
-2.00 -1.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00St
iffn
ess
mod
ulus
E [
N/m
m²]
log(αT∙f) [-]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
Asphalt performanceStiffness behavior Master curve of German (SMA 8 S) and Italian (AC 16) asphalt mixes @ Ts=20⁰C
constant shift factor variable shift factor
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Fatigue Performance
- Four Point Bending Beam tests- Indirect Tensile Tests
- specimens produced by roller sector compaction
- test temperature of 20⁰C- test frequency of 10Hz
Result: fatigue curves
- different fatigue criteria used to define the failure load cycle:moment where the stiffness decrease to its half;moment where a macro crack occurs
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
SMA 8S with 0% RAy = 11.759x-2.917
R² = 0.96
SMA 8S with 30% RAy = 24.475x-2.715
R² = 0.99
SMA 8S with 60% RAy = 8.658x-3.409
R² = 0.99
SMA 8S with 60% RA + Additivey = 23.432x-2.671
R² = 0.98
10
100
1,000
10,000
100,000
1,000,000
0.01 0.1 1
Load
cycl
esto
failu
re(m
acro
crac
k)N
Mac
ro[-
]
Initial elastic strain, εel,ini [‰]
SMA 8S with 0% RASMA 8S with 30% RASMA 8S with 60% RASMA 8S with 60% RA + Additive
Asphalt performanceFatigue resistance Fatigue curves for SMA 8 S asphalt mixes increasing amount of reclaimed asphalt leads to a better fatigue performance.
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
AC 16 with 0% RAy = 8.644x-2.423
R² = 0.98
AC 16 with 30% RA + Additivey = 4.069x-2.831
R² = 0.97
AC 16 with 60% RA + Additivey = 1.0601x-3.55
R² = 0.99
AC 16 with 90% RA + Additivey = 0.1721x-3.832
R² = 0.99
10
100
1,000
10,000
100,000
0.01 0.1 1
Load
cycl
esto
failu
re(m
acro
crac
k)N
Mac
ro[-
]
Initial elastic strain, εel,ini [‰]
AC 16 with 0% RAAC 16 with 30% RA + AdditiveAC 16 with 60% RA + AdditiveAC 16 with 90% RA + Additive
Asphalt performanceFatigue resistance Fatigue curves for AC 16 asphalt mixes increasing amount of reclaimed asphalt leads to a better fatigue performance.
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0% RA
30% RA
60% RA
60% RA + Additive0% RA
30% RA + Additive
60% RA + Additive
90% RA + Additive
10
100
1,000
10,000
100,000
1,000,000
0.01 0.1 1
Load
cycl
esto
failu
re(m
acro
crac
k)N
Mac
ro[-
]
Initial elastic strain, εel,ini [‰]
AC 16
SMA 8 S
Asphalt performanceFatigue resistance Fatigue curves for SMA 8 S and AC 16 asphalt mixes
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Rutting resistance
- Wheel Tracking tests
- test temperature of 60⁰C- test frequency of 26.5 Hz- 20,000 passes- 3 repetitions for each material
Results: Proportional Rut Depth (PRDAIR) and Wheel-Tracking Slope (WTSAIR)
Asphalt performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
0123456789
10
0 5,000 10,000 15,000 20,000
Mea
n R
DA
IR[m
m]
Number of passes [-]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
0123456789
10
0 5,000 10,000 15,000 20,000
Mea
n R
DA
IR[m
m]
Number of passes [-]
AC 16 with 0% RA
AC 16 with 30% RA + Additive
AC 16 with 60% RA + Additive
AC 16 with 90% RA + Additive
Asphalt performanceRutting resistance Wheel Tracking Test for SMA 8 S and AC 16 asphalt mixes
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Asphalt performanceRutting resistance
- Uniaxial Compression Tests
- test temperature of 30⁰C, 40⁰C and 50⁰C- test frequency of 10 Hz- different stress levels: minimum 0.050 MPa
maximum 0.925 MPa (30⁰C)0.900 MPa (40⁰C)0.500 MPa (50⁰C)
- 30,000 load cycles for each stress level
Results: accumulated plastic strains at a desired load cycle as well as thecorresponding initial elastic strain
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
-15
-13
-10
-8
-5
-3
0
-0.50 -0.40 -0.30 -0.20 -0.10 0.00
Initi
al p
last
ic s
trai
n,ε p
l,ini
,N=
100
[‰]
Initial elastic strain, εel,ini [‰]
AC 16 with 0% RAAC 16 with 30% RA + AdditiveAC 16 with 60% RA + AdditiveAC 16 with 90% RA + Additive
-25
-20
-15
-10
-5
0
-0.60 -0.50 -0.40 -0.30 -0.20 -0.10 0.00
Initi
al p
last
ic s
trai
n,ε p
l,ini
,N=
100
[‰]
Initial elastic strain, εel,ini [‰]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
Asphalt performance
mixture with 60% RA + Add. is likelyto develop the deepest rut death whatwas also observed in the wheeltracking test as in the bindercharacterisation
clear relation between plasticdeformation behaviour & amount of RA
an increasing amount of RA incombination with the use of additivesleads to a lower risk of rutting
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
-15
-13
-10
-8
-5
-3
0
-0.50 -0.40 -0.30 -0.20 -0.10 0.00
Initi
al p
last
ic s
trai
n,ε p
l,ini
,N=
100
[‰]
Initial elastic strain, εel,ini [‰]
AC 16 with 0% RAAC 16 with 30% RA + AdditiveAC 16 with 60% RA + AdditiveAC 16 with 90% RA + Additive
-25
-20
-15
-10
-5
0
-0.60 -0.50 -0.40 -0.30 -0.20 -0.10 0.00
Initi
al p
last
ic s
trai
n,ε p
l,ini
,N=
100
[‰]
Initial elastic strain, εel,ini [‰]
SMA 8S with 0% RA
SMA 8S with 30% RA
SMA 8S with 60% RA
SMA 8S with 60% RA + Additive
Asphalt performance
mixture with 60% RA + Add. is likelyto develop the deepest rut death whatwas also observed in the wheeltracking test as in the bindercharacterisation.
clear relation between plasticdeformation behaviour an amount of RA
an increasing amount of RA incombination with the use of additivesleads to a lower risk of rutting
Rutting prediction
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Mechanistic design procedure
Design input data:Traffic and climate conditions
pavement structure
Material parameter
Pavement performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Deliverable D4.2
Pavement performance
Workshop on Recycling
Deliverables available at http://allback2pave.fehrl.org/
Outline
Materials
Material Performance
Binder Performance
Asphalt Performance
Pavement Performance
Deliverable D4.1
Deliverable D4.2
CEDR Transnational Road Research ProgrammeCall 2012: Recycling: Road construction in a post-fossil fuel societyfunded by Denmark, Finland, Germany,Ireland, Netherlands and Norway
http://allback2pave.fehrl.org/