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Eave Tie Beam in Portal Steel frame????

Eave Tie Beam in Portal Steel frame????

Eave Tie Beam in Portal Steel frame????

(OP)
I am designing a one small hot rolled steel shed (Sizes 12mx21mx5m) in SAP 2000 and shed is open from all four sides. I cannot provide cable bracing and portal frame bracing in wall due to client’s restrictions so that’s why I am providing eave tie member (SHS 100x5) to control the longitudinal drifting and I am planning to provide the moment connection (end plate connection) at both ends of the beam.
However the shed is open from all four sides and there is only column and rafter surface area wind effect (2 KN wind point load at eave for each column) so my question is that does this scheme will work practically (in SAP drifting in under limitations and and all members are working) or any other suggestions??
However I know the column section its self can restrained this little force (2 KN) in week axis.




RE: Eave Tie Beam in Portal Steel frame????

That eave beam seems awfully small to provide any real rigidity given the spans. I think regardless of the applied load that is still extremely small.

I'd be looking to provide a beam at least the same depth as the joists.

RE: Eave Tie Beam in Portal Steel frame????

I this building is to have equipment going in and out, I would strongly recommending using HSS sections for the columns with moment base connections (no moment connection at top), either internally filled with concrete, or enclosed in a protective concrete bollard. The edge beam would then be able to be smaller, serving only as a drag member.

Mike McCann, PE, SE (WA)


RE: Eave Tie Beam in Portal Steel frame????

Like the other guys have mentioned, if bracing is intolerable, I think that your choices become a) competent moment frames or b) cantilevered columns.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

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