Cantilever Canopy Structure

[JoeH78]

Dear All,

I have the following canopy structure which is supported by HEB 400 column only on one side and canilever beam(HEA240) is 6mt in transversial direction, fixed to column at 6mt and column extends to 9 mt for upper 2xbracing support(114*4mm tube section), overturning moments are in (S.F. = 1.4) specified limits, Foundation is 80cm thick rafter where for steel column 80x80cm column pedestals are provided, whole systems is conforming os is there any thing that I need check ?

[URL unfurl="true"]https://res.cloudinary.com/engineering-com/image/upload/v1688283887/tips/Test__dsahjr.bmp[/url]

 

[JLNJ]

You need to check everything. That's what structural engineers do.

Loads ---> Load Path ----> Earth

 

[KootK]

The foundation strikes me a bit narrow for overturning under a Turkish earthquake.

Be sure that your canopy tie members don't buckle in compression under a wind uplift scenario.

Take care that the unbraced lengths of your columns are defined properly if you are using a first order analysis method.

While perhaps not strictly necessary, one usually sees an edge member like I've shown in red below. I assume that there is already such a member at the cantilever tip.