2082
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
Regarding the inclinometer measurements, these were
carried out using 6 tubes located in various areas and along
different sides of the diaphragm wall (4 on the sides with 3
anchors level and 2 along the sides with 2 anchor levels). A
cross section showing the position of the inclinometer tube
inside the wall is presented figure 10.
Figure 10. Inclinometer location inside the diaphragm wall
The monitoring of the anchored s
from April 15 2011 until January 12 2
tructure was carried out
012. The activity during
logical
etc.), weather changes
of the
the 9 months of monitoring was according to the techno
stages of the excavation works and retaining structure.
The frequency of monitoring activity was established
according to preliminary stages of infrastructure works. Due to
the construction progress, changes in construction technology
flow on site (adjacent traffic infrastructure, frequency and
tensioning of anchors system,
(temperatures on 2012 winter) the frequency
measurements was increased.
60
65
70
75
80
85
90
Relative Displacement A0-A180 (mm)
-50 -40 -30 -20 -10 0 10 20 30 40 50
Level / Length (mdMN
"0" 15.04.2011
"1" 25.05.2011
"2" 03.06.2011
"3" 16.06.2011
"4" 04.07.2011
Anchorage Level1
Anchoraje Level2
"5" 06.08.2011
Anchorage Level3
"6" 25.08.2011
Excavation Level
"7" 12.01.2012
Fig
duced by
the
4 CONCLUSIONS
Designing and building a retaining structure for a deep
excavation in urban area is always a challenge, taking into
account the associated risks. The characteristic parameters of
interaction are numerous and their control difficult. For this
reason the approach of such works should be done carefully
during all stages: geotechnical investigation, design, execution
and service.
Paper presents a case study for a deep excavation in centre
Bucharest required for the construction of the Redemption
Cathedral, which was approached according to Eurocode 7.
Considering its size and the supporting system using anchors,
this excavation is among the largest in Romania. The anchor
supporting system allowed a space-free enclosure and the
infrastructure works took place very rapidly.
The work was classified as in geotechnical category no. 3,
which imposed a complex approach also from geotechnical
investigation, as from design point of view. The execution was
permanently monitored and the measurements were compared
with the calculations, allowing a rapid intervention if the real
behavior would be different from the estimated one.
5
SR EN 1997-1:2004 Eurocod 7: Proiectarea geotehnică. Partea 1:
Reguli generale.
rocod 7: Proiectarea geotehnică. Partea 2:
Investigarea şi încercarea terenului.
ACKNOWLEDGEMENTS
Authors acknowledge The Romanian Patriarchy and to SC
Altfel Construct SRL (general designer) for allowing this paper
to be published and for providing some of the data used in this
paper.
6 REFERENCES
SR EN 1997-2:2007 Eu
SR EN 1997-1:2004/NB:2007 Eurocod 7: Proiectarea geotehnică.
Partea 1: Reguli generale. Anexa naţională.
NP 124-2010 Normativ privind proiectarea geotehnică a lucrărilor de
susţinere.
ure 11. Inclinometer measurements for the diaphragm wall
The main purpose of monitoring activity was to verify
design assumptions regarding the deformations of the structure,
but also to provide detailed information on the effect in
anchors on the retaining wall.
Figure 11 presents a graph of the measured lateral
displacement of the wall for the side with 3 anchor levels.
According to measurements, the maximum horizontal
displacement of the diaphragm wall didn’t exceed, on all sides,
10 mm, confirming the estimation by calculation.
