2964
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
Massad 2005 2010).
A third experimental fill (Pilot Embankment 3), built also in
Area 3, with a maximum height of 6.7m, behaved in a similar
way, with c
v
/
H
2
d
averaging 1.8.10
-2
/day; the
EOP
settlement
was ~80 cm and 95% of this value was reached after ~6 month.
6 CONCLUSIONS
Due to the high
OCR
values of the SFL Clays, the
c
v
were also
high, of the order or 10
-2
cm
2
/s. As a consequence, there was no
need to use geodrains in the Embraport site.
This conclusion was supported by 3 experimental earth fills
without geodrains and, more important, by the monitoring of
settlements in Area 3, where temporary surcharges were used.
0
5
10
15
20
25
30
35
0,0
2,0
4,0
Depth (m)
OCR
0
5
10
15
20
25
30
35
0
100
200
300
400
Depth (m)
Pressures (kPa)
Sand
Clayey Sand (Mangrove)
Sand
SFL Clay
Clayey Sand (SFL)
Sand (SFL)
SFL Clay
0
2
4
6
8
10
0
40
80
120
0
50
100
150
200
250
Fill Level (m)
Settlemt (cm)
PLATE PR-D6
Measured
Olson´s Theory
Fill
c
v
/H
2
d
=1.3.10
-2
/day
(b)
0
2
4
6
8
10
0
50
100
150
0
50
100
150
200
250
Fill Level (m)
Settlemt (cm)
t- Time (days)
PLATE PR-B5
Fill
c
v
/H
2
d
=1.3.10
-2
/day
(a)
Figure 9: Subsoil profile, pressures and OCR – Pilot Embankment 2
0
10
20
30
40
50
60
0
20
40
6
(n+1)
(cm)
n
(cm)
0
c
v
/H
d
2
~2.10
-2
/day
f
=51.6cm
f
=20cm
6,6m
1,4m
PR 206
Stage 1
Stage 2
Figure 12:Analysis of settlements of earth fills of Area 3
7 ACKNOWLEDGEMENTS
The authors are grateful to the disposal of data by
ODEBRECHT INFRAESTRUTURA and EMBRAPORT S.A.
8 REFERENCES
Andrade M. E. S. 2009. Contribution to the Study of the Soft Clays of
Baixada Santista. MSc Thesis, COPPE, 397p. (in Portuguese).
Baguelin F. 1999. La détermination des Tassements Finaux de
Consolidation: une Alternative à la Méthode d´Asaoka. Revue
Française de Géotechnique no 86: 9-17.
Figure 10: Asaoka’s Method - Pilot Embankment 2
5,133333
0
200
400
600
800
1000
0 50 100 150 200 250 300 350 400 450
v.t (mm)
t - Time (days)
Olson´s Theory
Measured
0
1
2
3
4
5
6
0
20
40
60
80
0 50 100 150 200 250 300 350 400 450
Fill Level (m)
Settlemt (cm)
t- Time (days)
Fill
(a)
Stage 2
Stage 1
6,6m
1,4m
PR 206
(b)
v=settlement velocity
KulhawayF.H. and Mayne P. N. 1990.Manual on Estimating Soil
Properties for Foundation Design. Report EL-6800, Electric Power
Research Institute, Palo Alto.
MassadF. 2005. Marine Soft Clays of Santos, Brazil:
BuildingSettlements And Geological History. Proc. 16th ICSMGE.
Osaka, Japan. v. 2: 405-408.
MassadF. 2009-a. Marine Clays of BaixadaSantista – Characteristics
and Geotechnical Properties.S.Paulo: Ofic.Textos (in Portuguese).
MassadF.2009-b.Stress history and preconsolidation pressure evaluation
from SCPTU.Proc.17th ICSMGE. Alexandria, Egypt, v.2. p.961 -
964.
MassadF.2010. Tall buildings in Santos City: unexpected behavior of
the old shallow foundations and the newly long piles.New
Techniques on Soft Soils.S.Paulo: Ofic.deTextos, v.1, p. 269-288.
Olson,R. E. 1977. Consolidation Under Time Dependent Loading.
Journal of the Geotechinical Division, ASCE, 103 (GT1): 55-60.
PilotG. 1981. Methods of Improving the Engineering Properties of Soft
Clays.In: Soft Clay Engineering. Edited by Brand, E. W. e Brenner,
R. P.. Elsiver. p. 637-691
Figure 11:Results of the Pilot Embankment 2 – Plate PR 206
5 BEHAVIOR OF THE EARTH FILLS OF THE WORK
The earth fills in Area 3 of Figure 1 were built with a temporary
surcharge, in general of 80kPa. Tens of plates were installed to
monitor the settlements. The time of surcharge removal, set to
reach 95% of consolidation, was fixed between 6 and 8 months,
or even more, depending on the time of construction.
Rémy J. P. P.;Martins I.S.M.; Santa Maria P.E.L and Aguiar V.N. 2010.
The Embraport Pilot Embankment – primary and secondary
consolidations of Santos soft clay with and without wick drains.
New Techn. Soft Soils.S.Paulo : Ofic. de Textos, v.1, p. 289-329.
SayeS. R. 2001. Assessment of soil disturbance by the instalation of
displacement sand drains and prefabricated vertical drains. GSP no.
119, ASCE (American Society of Civil Engineers), USA.
The settlements of two of these plates are shown in Figures 12-a
and 12-b, together with the fittings with Olson´s Theory of
Consolidation; the c
v
/
H
2
d
values were determined using the
Method of Baguelin (1999), alternative to Asaoka´s Method. In
these cases, 6 months was enough for surcharge removal.
Teixeira A.H. 1960. Typical Subsoil Conditions and Settlement
Problems in Santos, Brazil. Congresso Panamericano de Mecánica
de Suelos e Cimentaciones, México, I: 149-177 (in Portuguese).
Teixeira A.H. 1994. Shallow Foudations in Baixada Santista. In: Solos
do Litoral Paulista, ABMS - NRSP: 137-154 (in Portuguese)
