1. ACCELERATED PAVEMENT TESTING FIRST RESULTS AT THE LANAMMEUCR APT FACILITY

2. Phase I Experiment 4 Different pavement structures, 8 sections Compare
Asphalt concrete thicknesses
Granular vs. cement treated base
Evaluate construction practices

3. Phase I Experiment
AC1
AC2
AC4
AC3

4. Phase I Experiment
AC1
AC2
AC4
Completed

9. Phase I Experiment
AC1
Results for this Test Section

10. Instrumentation Laser profiler Soil Pressure Transducers
Multi-Depth Deflectometer (MDD)
Road Surface Deflectometer (RSD)
Thermocouples
Asphalt strain gauges
Moisture sensors
AC1

11. Subgrade
SOPT

12. Layer deflections
MDD

13. Gauge Array AC1 HMA CTB Subbase Subgrade Section Length = 6.0 m 30 cm
MDD
MDD
Thermocouple
Section Length = 6.0 m
AC1
HMA
CTB
Subbase
Subgrade

14. Test Settings
15,000 – 20,000 bi-directional load repetitions per day
Carriage speed: 10 km/h
Applied load: 40, 60, 70, 80 kN
Test tire: Dual 11R22-5
Wheel wandering: 100 mm
Dry condition
AC1

15. Material Properties AC1 Granular and CTB HMA Property Subgrade Subbase
Wopt (%)
52.5
8.9
11.5
gd max (kg/m3)
1056
2204
2013 LL 56 - -  PI 16 NP
CBR, %
6.6 95
35 kg/cm2
AC1
HMA QC
Specs
NMAS, mm 19
AC, %
4.9
VMA
14.9
Min 14%
VFA 72
65-75%
Estability, Kg
1482
Min 800
Flow 30
20-35 cm/100 DP
1.04
Sieve
Passing, %
Specs
25.4 mm
100
19.1 mm 99
90-100
12.7 mm 77
70-80
9.5 mm 65
55-65
N 4 41
35-43
N 8 28
22-30
N 16 20
16-22
N 30 14
11-17 
N 50 10
 7-14
N 200
4.9
 2-5.8

16. GPR
AC1
Copper Plates
Layer Thickness
AC1 + AC2

17. FWD AC1 Layer Modulus (Mpa) Modulus (ksi) HMA 3800 551 CTB 1200 174
Subbase
140 20
Subgrade 70 10
AC1

18. Results AC1
AC1
AC4
AC3
AC1
AC2

19. Laser Profile
MDD´s

20. Permanent Deformation
3D 1 million repetitions
AC1

21. Permanent Deformation
Target Rut Depth 12.5 mm

22. Roughness IRI
AC1

23. subgrade

24. subgrade
AC1

25. MDD´s
30 cm
60 cm
90 cm
MDD
MDD
Thermocouple
Section Length = 6.0 m

26. MDD Deflection @ 40 kN & Perm. Def.
AC1

27. MDD Backcalculaded Layer Moduli
MET
Average “n” value = -0.4

28. RSD
60 cm
MDD
30 cm
90 cm
RSD – N1
RSD – N2
RSD – S2
RSD – S1
100 cm

29. Deflection Analysis Initial state
Captures non-linear behavior of the lowers layers.

30. Deflection Analysis Failure State
More intensified non-linear behavior of the lowers layers. Exhibits the presence of the test pit concrete support layer (shallow rigid layer).
2.5 – 3 times higher

31. Backcalculated Moduli
Initial state, Modulus in MPa
LAYER
FWD
MDD
LAB
HMA °C)
3800
3000
6550 (10 Hz)
BASE
1200
2545
SUBBASE
140
480
SUBGRADE 70 90

32. Modeling – 3D Move
3D Move Pavement Analysis software uses a continuum-based finite-layer approach.
NCHRP 1-37A performance prediction models (U.S. nationally calibrated):
AC Top Down Cracking;
2. AC Bottom Up Cracking;
3. AC Rutting;
4. Base Rutting;
5. Subbase Rutting;
6. Subgrade Rutting.

33. Modeling – 3D Move Layer Distress Type Distress Target
Distress Predicted
Actual Result
Asphalt (1)
AC Top Down Cracking (m/km)
190
0.47
Non visible
AC Bottom UP Cracking (%) 25
4.81
AC Rutting (mm)
6.4
7.4
7.2
CTB (2)
Base Rutting (mm)
7.6
0.8
1.9
Subbase (3)
Subbase Rutting (mm)
1.3
1.8
Subgrade (4)
Subgrade Rutting (mm)
5.1
1.6

34. Summary AC1 Performance variability = f(Construction variability)
Increase in Deflections
Increase in vertical stress
MDD & RSD sensors confirmed expected trends (failure)
Results can be use to calibrate and / or validate pavement design methodologies.
Cumulative damage

35. Phase I Experiment Currently developing performance models: AC Rutting
AC Fatigue

36. Thank You!

37. APT 2016 Important dates February 27, 2015: Call for papers
June 5, 2015: Deadline - submission of abstract
July 10, 2015: Notification of acceptance of abstracts/posters
October 9, 2015: Deadline for submission of full paper for peer review
January 15, 2016: Comments, notification of acceptance/rejection of full paper
March 11, 2016: Submission of full, revised paper (poster)
September 19-21, 2016: APT 2012 Conference