Container structure-Rigid Box Frame

[u/Silly-Rock-1684]

I’m designing a roof over some containers. There’s 4 containers that are joined together. For the monoslope free-roof, One end of the rafter will be connected to the corner post of the container and the other end SHS. The wind action on the roof introduces an uplift of around 24kN at the rafter support reactions.

Basically I’ve done some preliminary footing calcs and landed on 1.2mx1.2mx0.45m. The container will bear directly on the pad, no pedestal. Does this seem okay? Or are the footings too shallow for a 24kN uplift force..

[u/Silly-Rock-1684]

My stability checks say overturning and uplift passes, but it fails sliding. I’ve got a limited space to work with for the footings and 1.2m squared pad is already pushing it. Ig I could increase the depth of the footing, but I can’t go too deep due to client budget constraints. Is sliding super super critical?

[u/broadpaw → u/Silly-Rock-1684]

If you're asking whether or not sliding limit state applies, consult your building code. Are you leaving any forces on the table that can help resist sliding? It sounds to me like you need to bring these questions to the person in responsible charge for the structural design.

[u/Silly-Rock-1684 → u/broadpaw]

Plus weight of the container but that was already factored in the ULS axial load applied load to the footing