Continue to Site

Eng-Tips is the largest engineering community on the Internet

Intelligent Work Forums for Engineering Professionals

Register Log in
  • Congratulations Danlap on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Eave Tie Beam in Portal Steel frame????

Status
Not open for further replies.
TekEngr

TekEngr

Civil/Environmental
Feb 4, 2012
148
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.

SHED_3D_MODEL_fw95bj.jpg
 
Replies continue below

Recommended for you

Sort by date Sort by votes
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.
 
Upvote 0 Downvote
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)


 
Upvote 0 Downvote
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.
 
Upvote 0 Downvote
Status
Not open for further replies.

Similar threads

Deener
  • Locked
  • Question
Eaves beam in LFRS in a Portal Frame Steel Building
Replies
6
Views
218
Klitor
Klitor
Arun238
  • Locked
  • Question
Residential Portal Frame Deflection Limit
2
Replies
25
Views
1K
Tomfh
Tomfh
bugbus
  • Question
Steel 'strut-and-tie' design
Replies
5
Views
2K
TLHS
TLHS
StrEng007
  • Locked
  • Question
Concrete Beam Load Sharing (Tie-Beam to Lintel)
Replies
5
Views
965
KootK
KootK
M
  • Question
frame release concept steel structure
Replies
4
Views
3K
BAretired
BAretired

Part and Inventory Search

Sponsor

Back
Top Bottom