Louisiana Asphalt MaterialsPerforming for the past 20 years.

Chris Abadie, P.E. DOTD Materials Engineer Administrator

OHMPA Ontario Hot Mix Paving Association

Toronto December 2nd 2015

“Performance and Performance Specifications”

1) History 2) Asphalt Binder

Modified Asphalts 3) Asphalt Mixture

Superpave SMA OGFC

• 1991 LTRC Presentation (Dr. Louay Mohammad)

• Polymer-modified asphalt properties improved

– Fatigue cracking resistance – Permanent deformation resistance – Thermally induced cracking resistance – Less moisture sensitivity – Reduced age hardening

• Improvements unique to polymer – asphalt combination

Benefits of Polymer Modification

Value of Polymer AsphaltLab Mix Analysis

PG 64 $400 / $75

PG 70m $500 / $80

PG 76m $600 / $85

Binder Cost ($400/T ) $400 +25% +50%

HMA Cost ($75/T ) $75 +6.5%,$80 +13%, $85

DSCE, 10C 1 250% 400%

SCB, 25 C 4.5Jc 10% 50%

Dyn Mod (E*) AMPT

-10 C 1 10% 10%

25 C 1 15% 15%

54 C 1 15% 50%

Flow no. 54 C 1 100% 1000%

Flow time 54C 1 10000% 100000%

G*/sin(delta) vs. ALF Rutting

MSCR (Jnr) vs. ALF Rutting

Louisiana MSCR Specification

PropertyAASHTO

Test Method

PG82-22rm1PG76-22m PG70-22m

PG 67-22 (PG64-22

)PG58-28

Spec. Spec. Spec. Spec. Spec.

Tests on Original Binder:            

Rotational Viscosity @ 135°C, Pa·s 2

T 316 3.0 3.0 3.0 3.0 3.0

Dynamic Shear, 10 rad/s, G*/Sin Delta, kPa

T 315 1.00+ @ 82°C

1.00+ @ 76°C

1.00+ @ 70°C

1.00+ @ 67°C

1.00+ @ 58°C

Dynamic Shear, 10 rad/s, Phase Angle, °

T 315 N/A 75° @ 76°C

(Future) --- ---

Flash Point, °C T 48 232+ 232+ 232+ 232+ 232+Solubility, % 3 T 44 N/A 99.0+ 99.0+ 99.0+ 99.0+Separation of Polymer, 163°C, 48 hours, degree C difference in R & B from top to bottom 4

ASTM D7173

AASHTO T 53

---  

2-  

2-  

---  

---  

Table 1002-3

Louisiana MSCR Specification

Force Ductility Ratio (f2/f1, 4°C, 5 cm/min., f2 @ 30 cm elongation)5

T 300 --- 0.30+ --- --- ---

Force Ductility, (4°C, 5 cm/min, 30 cm elongation, kg)3

T 300 --- --- 0.23+ --- ---

PropertyAASHTO

Test Method

PG82-22rm1PG76-22m (PG70-22m

)

PG 67-22 (PG64-22

)PG58-28

Spec. Spec. Spec. Spec. Spec.

Force Ductility Ratio and Force Ductility test procedures removed

Table 1002-3

Louisiana MSCR Specification

PropertyAASHTO

Test Method

PG82-22rm1 PG 76-22m PG 70-22m PG

67-22 PG58-28

Spec. Spec. Spec. Spec. Spec.Tests on Rolling Thin Film Oven Residue:

T 240          

Mass Change, % T 240 1.00- 1.00- 1.00- 1.00- 1.00-Dynamic Shear, 10 rad/s, G*/Sin Delta, kPa

T 315  

2.20+ @ 82°C

    2.20+ @ 67°C

2.20+ @ 58°C

Elastic Recovery, 25°C, 10 cm elongation, % 6

T 301 60+     --- ---

Multiple Stress Creep Recovery (MSCR), Jnr(3.2)

TP 70 --- 0.5 2.0 na ---

Multiple Stress Creep Recovery (MSCR), % Recovery (3.2)

TP 70 --- Meets AASHTO TP 70 curve

Meets AASHTO TP 70 curve

--- ---

Ductility, 25°C, 5 cm/min, cm T 51 --- --- --- 90+ ---

Table 1002-3

PropertyAASHTO

Test Method

PG82-22rm1 PG 76-22m PG 70-22m

PG 67-22 PG58-28

Spec. Spec. Spec. Spec. Spec.

Tests on Pressure Aging Vessel Residue:

R 28          

Dynamic Shear, @ 26.5°C, 10 rad/s, G* Sin Delta, kPa

T 315 5000- 5000-(6000-)

5000-(6000-)

5000- 5000- @ 19°C

Bending Beam Creep Stiffness, S, MPa @ -12°C.

T 313 300- 300- 300- 300- 300- @ -18°C

Bending Beam Creep Slope, m value,@ -12°C

T 313 0.300+ 0.300+ 0.300+ 0.300+ 0.300+ @ -18°C

Table 1002-3Louisiana MSCR Specification

• IRI • Cracking • Rutting

• PERFORMACE : 15 YR

Interstate PG 76-22m Overlay

(7” -9” PG 76-22m Level 2 Superpave over Rubblized JCP)

451-01 I-20

451-06 I-20

451-07 I-20 (Brk/St)

450-91 I-10

450-03 I-10

450-04 I-10

450-05 I-10

Index Limits

Index RUT (in/mi)

IRI (in/mi)

Fatigue (sqft/mi)

Random (ft/mi)

Very Good 95.5 0.18 73 1650 1150

Good 89.5 0.26 103 3600 2250

Fair 75.5 0.43 173 9625 8150

Poor 64.5 0.57 228 23225 21825

Based on Louisiana Pavement Management recommendations August 2010.

Asphalt Pavement Preservation Treatments- Interstate Triggers

Treatment Alligator (sqft/mi)

Random(ft/mi)

Rut (in)

IRI (in/mi)

Microsurfacing <800 < 500 0.25-0.375 < 125

Thin Overlay (2" mill, 2" fill)

(0-100 sqyd patching)<3500 <3000 >0.375 90-125

Medium overlay (3.5" fill (mill 2" optional))

(100-300 sqyd patching)3500-20000 >3000 > 125

Average ADTAv

erag

e A

DT

0

20000

40000

60000

80000

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat

RutAv

erag

e Ru

t (i

n)

0

0.125

0.25

0.375

0.5

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat

0.375 in =9mm

63 in/mile = 1 meter/kilometerAv

erag

e IR

I (in

/mi)

0

45

90

135

180

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat

100 in/mi

Alligator CrackingA

lliga

tor

Crac

king

(sq

ft/m

i)

0

875

1750

2625

3500

Age (yrs)

0 4.5 9 13.5 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)

451-06, 451-07 are listed as composite and the PMS does not record ALGCRK for composite 450-05 high points are due to very localized cracking within a 2.0 mile segment of the 20 miles of pavement

Rubblized and Overlay - Random Cracking

Rand

om C

rack

ing

(lnf

t/m

i)

0

1750

3500

5250

7000

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat3000 lf/mi

Poor-8500 lf/mi

CrackingTr

ansv

erse

Cra

ckin

g (l

nft/

mi)

0

1250

2500

3750

5000

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat

Pavement management performance rating

PatchingPa

tchi

ng (

sqft

/mi)

0

2500

5000

7500

10000

Age (yrs)

-5 0.75 6.5 12.25 18

I-10 (450-03 (1))I-10 (450-03 (2))I-10 (450-04)I-10 (450-05)I-10 (450-91)I-20 (451-01)I-20 (451-06)I-20 (451-07) Break Seat

I-10 - 450-03 (1) – 9 years

Performance of all Pavements

IRI and Rut State System – now vs 10 yrs agoState HS IRI

Avg

IRI (

in/m

i)

0

50

100

150

200

Age

0 8 15 23 30

2013 ASP2003 ASP

State HS Rut

Avg

Rut

(in)

0

0.1

0.2

0.3

0.4

Age

0 8 15 23 30

2013 ASP2003 ASP

Fatigue Cracking state system now vs 10 yrs ago

State HS fatigue crack

ALG

CRK

(sqf

t/m

i)

0

10000

20000

30000

40000

Age

0 8 15 23 30

2013 ASP2003 ASP

THIN LIFT ASPHALT SPECIFICATIONS

Chris Abadie

Thin Overlay vs. Mil/Overlay LA 308 10 yr. Performance Comparison

Aver

age

IRI

020406080

100120140

Year1997 2000 2002 2005 2007

Proj. 1 (1998 Mill 2" and 3.5" Overlay)Proj. 2 (1997 Thin Overlay)Proj. 3 (1998 Mill 2" and 3.5" Overlay)

OGFC

Conventional

CTM Results (Macro-Texture)M

PD (m

m)

0.00

0.33

0.65

0.98

1.30

CYCLE

0 25000 50000 75000 100000

100% LIMESTONE, OGFC 100% Sandstone, OGFC 70/30 LS+SS, OGFC100% LIMESTONE, 19 mm superpave 100% Sandstone, 19 mm superpave 70/30 LS+SS, 19 mm superpave100% LIMESTONE, 12.5 m superpave 100% Sandstone, 12.5 mm superpave 70/30 LS+SS, 12.5 mm superpave100% LIMESTONE, SMA 100% Sandstone, SMA 70/30 LS+SS, SMA

OGFC

SMA

Superpave

Roadtec SP-200

5 yr Safety Record for OGFC:I – 20 (Dist 05: Britton Road to Vancil Road)

Wet Weather Crashes

Num

ber

of C

rash

es

0

8

15

23

30

3 yr avg Before 3yr Avg after 5 Year After

8

4

26

>80% >70%

I-49 Coarse Thin Lift Natchitoches 2005

“Performance”

• Loaded Wheel Test – (Rut, Durability, Moisture Sensitivity)

• Semi circular bend Test – Resistance to Cracking

Laboratory Experiment: LWT Test

• Performance Indicator Resistance to Rutting and

Moisture Sensitivity • Test Protocol AASHTO T324

• Temperature 50°C

• Loading Wheel Diameter: 203.5 mm (8 inch)

Wheel Width: 47mm (1.85 inch) Fixed Load: 703 N (158 lbs)

Rolling Speed: 1.1 km/hr Passing Rate: 52 passes/min

Laboratory Experiment: SCB Test

• Performance Indicator Resistance to Crack Propagation • Test Protocol Mohammad et al. [2004] • Temperature 25°C • Loading 0.5 mm/min vertical

deformation • The Critical Value of

Fracture Resistance,

dadU

bJc )1(−=

b = sample thickness, a = notch depth, U = strain energy to failure

a

2s

2rd

P

notch

P 2

P 2

b

Preliminary Analysis: Semi-Circular Bend

Volumetric

ParametersCracki

ng Performance

High Temperature Performance

42% 58% 72% 0%

Preliminary Analysis: Performance Test

Volumetric

ParametersCracki

ng Performance

High Temperature Performance

Level 150%

Laboratory Experiment: Modified SCB Test

Forc

e (K

n)

0

0.175

0.35

0.525

0.7

Length(mm)0 0.75 1.5 2.25 3

Original DataMax of Data setFitted CurvePeak of Curve

dadU

bJc )1(−=

Load

Deformation

Contractor Lab Accreditation

Number of HMA Testing Labs 39

Number of Accredited Testing Labs 31

Number of Design Labs 15

Number of Production Labs 16

Number of AMRL Accredited Labs 17

Number of CMEC Accredited Labs 14

Proficiency SamplesGmm

2.47

2.4788

2.4875

2.4963

2.505

DataMeanRating 5 (1SD)Rating 5 (1SD)Rating 3 (2SD)Rating 3 (2SD)OutliersOutliers

Proficiency SamplesGmb

2.345

2.3613

2.3775

2.3938

2.41

DataMeanRating 5 (1SD)Rating 5 (1SD)Rating 3 (2SD)Rating 3 (2SD)OutliersOutliers

Asphalt Works

– Saving Time of Construction – Improving Quality – Saving Money – Improving the Environment

–Saving Lives