CEDR Transnational Road Research Programme Call 2012 ... · indirect tensile test, four point bending beam test EN 12697-26 • Fatigue resistance 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



Outline

Materials

Material Performance

Binder Performance

Asphalt Performance



Outline

Materials


Binder Performance

Asphalt performance



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”



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



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



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]



Outline

Materials


Binder Performance

Asphalt performance



Binders properties characterisation

• Rutting resistanceMultiple Stress Creep recovery test

• Fatigue resistanceTime Sweep test

• Thermal cracking resistance

• Critical temperatures

Material performance



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



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.



0

10

20

30

40

0.1 Kpa 3.2 Kpa 6.4 Kpa

Rec

over

y %

AC 16 with 0% RA




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.



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



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


Binder performanceFatigue resistance Fatigue laws of SMA 8 S binders

increased percentage of RA leads to an decrease of fatigue life



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


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




Binder performanceFatigue resistance Fatigue laws of AC 16 binders

increased percentage of RA seems to increase the fatigue life



Outline

Materials


Binder Performance

Asphalt performance



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



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



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)



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]



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


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




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



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


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


Asphalt performanceStiffness behavior Master curve of German (SMA 8 S) and Italian (AC 16) asphalt mixes @ Ts=20⁰C

constant shift factor variable shift factor



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



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.



AC 16 with 0% RAy = 8.644x-2.423

R² = 0.98


R² = 0.97


R² = 0.99


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[-

]


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.



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[-

]


AC 16

SMA 8 S

Asphalt performanceFatigue resistance Fatigue curves for SMA 8 S and AC 16 asphalt mixes



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



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


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




Asphalt performanceRutting resistance Wheel Tracking Test for SMA 8 S and AC 16 asphalt mixes



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



-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

[‰]



-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

[‰]


SMA 8S with 0% RA

SMA 8S with 30% RA

SMA 8S with 60% RA


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



-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

[‰]



-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

[‰]


SMA 8S with 0% RA

SMA 8S with 30% RA

SMA 8S with 60% RA


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



Mechanistic design procedure

Design input data:Traffic and climate conditions

pavement structure

Material parameter

Pavement performance



Deliverable D4.2

Pavement performance



Outline

Materials


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/

Documents

CEDR Transnational Road Research Programme Call 2012 ... · indirect tensile test, four point bending beam test EN 12697-26 • Fatigue resistance indirect tensile test, four point