1973
Technical Committee 207 /
Comité technique 207
Figure 7. Load-deformation curve of trial test unit TA2-A.
4.2
Parking La Vega (Murcia)
For the excavation of a parking 16.0 meters deep, with 9.0
meters of water thrust, one row of temporary SBMA anchors of
1900 kN were executed using four units in a dense gravel. This
bearing layer was underlying clays and silts with medium
consistency supported by a diapraghm wall thickness of 0.80 m.
This solution as an alternative to a 0.60 m thick wall and two
levels of traditional anchors.
Figure 8. Section of diaphragm wall with trial anchor test TA1.
Figure 9. Load-deformation curve of trial test unit TA1-B.
4.3
Palacio de los Congresos (Cartagena)
The Cartagena Convention Centre, located next to the port, run
an excavation depth of 13.0 meters, with 10.0 meters of water
pressure. The containment wall was formed by a diapraghm
wall 1.00 m thick and 2000 kN temporary anchors, bulb units in
both compact red clays, and gravelly dense sands according to
the geotechnical profile of each sector, and combinations of
both soils in the same anchor. The inclination of the anchors
was 30 to 40 degrees to the vertical, in order to avoid obstacles
and achieve the desired geotechnical units.
Figure 10. Investigation test in trial SBMA anchor in the port zone.
Figure 11. Section of port zone. Diaphragm wall with trial anchor.
Figure 12. Load-deformation curve of trial test unit 55-B.
4.4
El Corte Ingles (Albacete)
In the execution of the excavation depth of 14.0 meters, were
implemented temporary anchors SBMA of 1200-1800 kN
