prof. silvrano a. dantas neto, university of ceara, … · change in fatigue life behavior of...
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CHANGE IN FATIGUE LIFE BEHAVIOR OF ASPHALT HOT MIXES PRODUCED WITH ASPHALT RUBBER BINDERS
PROF. SILVRANO A. DANTAS NETO, UNIVERSITY OF CEARA, BRAZILPROF. MÁRCIO M. DE FARIAS, UNIVERSITY OF BRASILIA, BRAZILPROF. JORGE C. PAIS, UNIVERSITY OF MINHO, PORTUGAL
1. INTRODUCTION
SUB-BASE
WEARING COURSE
BASE
SUBGRADE
CRACKING
RUTTING
1. INTRODUCTION
FATIGUE LIFE TESTS UNDER CONTROLLED STRESS
CONDITIONS:
1. INTRODUCTION
FATIGUE LIFE TESTS UNDER CONTROLLED STRAIN
CONDITIONS:
1. INTRODUCTION
( )2 31 11
t
k kN k
Eσ=
⎛ ⎞⎜ ⎟⎝ ⎠
1. INTRODUCTION
N = 7623.3st-4.199R² = 0.9695
N = 3390.9st-3.264R² = 0.9423
1.0E+01
1.0E+02
1.0E+03
1.0E+04
1.0E+05
1.0E+06
0.10 1.00 10.00
N -
Load
cyc
les
σt (MPa)
CAP 20 CAP PLUS 104
DANTAS NETO (2001):
RM = 2770 MPa
RM = 3300 MPa
THE OBJECTIVE IS TO SHOW THE CHANGE IN THE
FATIGUE LIFE OF ASPHALT HOT MIXES PRODUCED
WITH ASPHALT RUBBER BINDERS IN RELATION TO
THOSE PRODUCED WITH STRAIGHT BINDER.
DENSE GRADED ASPHALT HOT MIX;
GAP GRADED ASPHALT HOT MIX;
2. OBJECTIVE
STRAIGHT BINDER: AC 50/70
ASPHALT RUBBER BINDER (AR):
21% CRUMB RUBBER (ADOT);
DIGESTION TIME = 60 MINUTES;
TEMPERATURE OF DIGESTION = 210ºC
3. MATERIALS
3. MATERIALS
AGGREGATES:
GRADE 1 CRUSHED GRANITIC STONE: 11 – 16 mm;
GRADE 0 CRUSHED GRANITIC STONE: 4 – 11 mm;
FINE CRUSHED GRANITIC AGGREGATE: < 4 mm.
3. MATERIALS
GRAIN SIZE DISTRIBUTION OF STUDIED ASPHALT HOT
MIXES
3. MATERIALS
0
20
40
60
80
100
120
0.01 0.1 1 10
% P
assin
g
Diameter
Dense graded
Gap graded
4. PRODUCTION AND TESTING OF ASPHALT HOT MIXES
PRODUCTION:
TESTS:
5. RESULTS
CONVENTIONAL ASPHALT HOT MIXES
5. RESULTS
ASPHALT HOT MIXES x ASPHALT RUBBER HOT MIXES
1.0E+041.0E+051.0E+061.0E+071.0E+081.0E+091.0E+101.0E+11
100 1000
N (L
oad
Cycl
es)
Tensile strain (μm/m)
AC 50/70 - GG
AR - GG
1.0E+04
1.0E+05
1.0E+06
1.0E+07
1.0E+08
1.0E+09
100 1000
N (L
oad
Cycl
es)
Tensile strain (μm/m)
AC 50/70 - DG
AR - DG
5. RESULTS
ASPHALT RUBBER HOT MIXES
1.0E+04
1.0E+05
1.0E+06
1.0E+07
1.0E+08
1.0E+09
100 1000
N (L
oad
Cycl
es)
Tensile strain (μm/m)
AR - DG
AR-GG
6. CONCLUSIONS
THE RESULTS OBTAINED FOR CONVENTIONAL ASPHALT
HOT MIXES IN THIS WORK CONFIRM THE MODEL
PROPOSED BY HUANG (1993);
COMPARING THE CONVENTIONAL ASPHALT HOT MIXES
WITH THOSE PRODUCED WITH ASPHALT RUBBER
BINDER IT CAN BE OBSERVED THAT THERE WAS AN
INCREASE OF RESILIENT MODULUS AND FATIGUE LIFE
SIMULTANEOUSLY;
THE USE OF ASPHALT RUBBER BINDERS IMPROVE THE
MECHANICAL BEHAVIOR OF ASPHALT HOT MIXES
PRODUCED.
ACKNOWLEDGEMENTS
UNIVERSITY OF MINHO;
CAPES AND CNPq;
DR. JORGE B. SOUSA
CEPSA FOR SUPPLYING THE ASPHALT CONVENTIONAL BINDER;
BIOSAFE FOR SUPPLYING THE CRUMB RUBBER RECYCLED FROM
GROUND TIRES;
BARREIRAS IRMÃOS LTDA FOR SUPPLYING THE MINERAL AGGREGATES.