2081
Technical Committee 207 /
Comité technique 207
according to technological stages (excavation and installation,
anchors pretension) up to the final excavation level.
0
2
4
6
8
10
12
14
16
18
20
22
24
-800 -600 -400 -200 0 200 400 600 800
bending moment, kNm/m
depth, m
0
2
4
6
8
10
12
14
16
18
20
22
24
-300 -200 -100 0 100 200 300
shear force, kN/m
Figure 4. Bending moment and shear force in the diaphragm wall
Figure 5 shows the horizontal displacements of the wall
corresponding to the same calculation stages (SLS calculation).
It can be seen that the maximum displacements are less than 10
mm, which was confirmed by the inclinometer measurements,
presented figure 11.
0
2
4
6
8
10
12
14
16
18
20
22
24
-10
0
10
20
30
horizontal displacements, mm
depth, m
Figure 5. Horizontal displacements of the diaphragm wall
3.3
Aspects during the diaphragm wall execution
Figures 6...9 present some photos taken during the execution of
the deep excavation.
Figure 7. Installation of the first level of anchors
Figure 8. Final stage of excavation
Figure 9. Lead waterproofing
As it can be seen in photo figure 9, prior to build the raf
laid on the excavation base.
Considering the life time of the cathedral of minimum 500
ye s, the waterproofing was done with lead, being the only
solution guaranteed on such long time. From this point of view,
this solution is new for Romanian civil engineering.
3.4
Monitoring the diaphragm wall
The enclosure monitoring was performed by measuring:
- vertical displacements of the wall - measured at the linking
beam level using geodetic methods;
- horizontal displacements of the wall - measured at the linking
beam level and along the wall depth using inclinometer
measurements;
- outflow from the dewatering wells;
- groundwater level inside and outside the enclosure.
t a
waterproofing layer has been
ar
Figure 6. Installing the reinforcement cage of the diaphragm wall
