1376
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
Table 1. Hardening Soil Model parameters
Materials
Parameters
2_LC 3_LC 4_LC 5_LC 2_MC 3_MC
c' [kPa]
256
414
469
835
352
640
'
[º]
39.7 41.0 41.6 41.8 58.0 58.1
Failure
parameters
as in Mohr-
Coulomb
model
[º]
35.8 41.0 41.6 41.8 42.1 46.9
E
50
ref
[GPa] 1.33 2.83 1.99 4.65 2.49 4.53
E
ur
ref
[MPa] 4.0
8.48 5.96 13.95 7.46 13.60
E
oed
ref
[kPa] 1.33 2.83 1.99 4.65 2.49 4.53
Basic
parameters
for soil
stiffness
m
0.60 0.40 0.16
0
0.50 0.30
ur
[-]
0.2
0.2
0.2
0.2
0.2
0.2
p
ref
[kPa]
100
100
100
100
100
100
K
0
nc
[-]
1.0
1.0
1.0
1.0
1.0
1.0
Advanced
parameters
R
f
[-]
1.0
1.0
1.0
1.0
1.0
1.0
c' - Cohesion intercept
'
- Angle of shearing resistance
- Angle of dilatancy
E
50
ref
–
Secant stiffness in standard drained triaxial test
E
ur
ref
–
Unloading / reloading stiffness (default
E
ur
ref
= 3
E
50
ref
)
E
oed
ref
–
Tangent stiffness for primary oedometer loading
(default
E
oed
ref
=
E
50
ref
)
m – Power for stress-level dependency of stiffness
ur
–
Poisson's ratio for unloading-reloading (default
ur
= 0.2)
p
ref
–
Reference stress for stiffnesses (default p
ref
= 100 kPa)
K
0
nc
– K
0
-
value for normal consolidation (default
K
0
nc
= 1)
R
f
– Failure ratio q
f
/ q
a
(default R
f
= 1.0)
0
250
500
750
1000
1250
1500
0.0
0.2
0.4
0.6
0.8
1.0
1.2
q [kPa]
a
[%]
2_LC_30
2_LC_50
2_LC_100
mod 2_LC_30
mod 2_LC_50
mod 2_LC_100
-3.0
-2.0
-1.0
0.
v
[%]
Figure 8. Test results and modelling of low compaction mixtures with a
cement content of 2%.
4 FINAL REMARKS
The results obtained in a laboratory experimental program over
an aggregate mixed with high strength Portland cement were
presented. The tensile strength, elastic stiffness parameters, and
Mohr-Coulomb shear strength values were analysed by the
porosity/cement ratio adjusted by an exponent x (
n
/C
iv
x
). Most
parameters revealed that the best correlation was obtained with
an exponent of 1.0, although a significant growth in stiffness
and strength was obtained with increasing cement content and
degree of compaction. The Hardening Soil Model parameters
calibrated from the triaxial tests results allowed a good
adjustment of the stress-strain curve. The volumetric behaviour
as well as the post-peak strain softening cannot be reproduced
satisfactory due to model limitations.
0
500
1000
1500
2000
2500
3000
3500
4000
0.0
0.2
0.4
0.6
0.8
1.0
1.2
q [kPa]
a
[%]
2_MC_30
2_MC_50
2_MC_100
mod 2_MC_30
mod 2_MC_50
mod 2_MC_100
-3.0
-2.0
-1.0
0.
v
[%]
Figure 9. Test results and modelling of medium compaction mixtures
with a cement content of 2%.
5 ACKNOWLEDGEMENTS
This research was developed under the activities of FCT
(Portuguese Foundation for Science and Technology) research
unit CEC, in FEUP through the projects PTDC/ECM/
099475/2008, and [SIPAV: Innovative Precast Structural
Solutions for High-Speed Railway (SI IDT – 3440/2008)],
financed by the European Community (QREN/UE/FEDER),
Operational Program for Competitive Factors "COMPETE".
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