Project Type
Project Team Zoom Interview Case Study
Project Summary Case Study
Steel Profiles Used
  • Date of Steelwork Completion
  • Tonnage
Project Details
Challenges • In 2014, the CV3 stockpile conveyor collapsed. It was rebuilt as per the original design (with the addition of slide bearings at the main support column, T5, and the owners put risk management procedures into place, including a monthly movement monitoring program. • Barrick started to notice concerning movements on the structure in 2018 which increased on a monthly basis. • 2021 Barrick approached RESCE to identify the cause of the movement and provide a permanent solution. • RESCE with the assistance of a Geotechnical engineering consultant had concerns that the movements were due to foundation settlement. • They focussed on the 2007 geotechnical reports and borehole logs and found the structure was built on top of an 11m thick layer of collapsible soil. • They found no mitigating designs were done to improve the collapsible soil. This was the reason for differential settlement underneath the T5(main support) pad footing. Our Solution 1. Construct 2 large concrete columns adjacent to the exiting conveyer, founded on a set of large grout piles. 2. Fabricate and install a large (45m) steel truss to connect the existing steel conveyer structure to the new support columns. 3. Jack the structure off the old foundation and suspend it onto the new structure, all in die 10-day planned shutdown. • This was also the root cause of the recent movement and collapse of the structure in 2014. • The issue was not addressed after the 2014 collapse, because remedial actions involved rebuilding the structure on the same foundations – a repeat collapse was likely. • An initial site visit was conducted – three boreholes will be drilled and logged in the soils surround the structure. • The results confirmed the conclusion that the structure was built on collapsible soil.
Benefits of Steel in this Application

1. Integration with the existing steel structure
2. Flexibility of the material, we could make minor changes are required on the structure during the installation phase.
3. We also required in movement/flexibility of the new steel truss to take-up the stresses that were introduced during the jacking
4. Given the short installation time, using the premanufactures trusses made it possible for us to achieve the tight program. This
would not have been possible with a concrete beam solution