steel connection (beam to beam and beam to column)
steel connection (beam to beam and beam to column)
(OP)
Greetings.
Im designing connections of steel structure and I have some questions for more experienced guys on connections. Structure is anchored to an existing building.
I have designed primary beam to column connection as pinned (connected with 4 bolts). I think thats pretty simple and straightforward.
What I'm not so sure about is:
1) connecting secondary beams to primary beams. Primary beam is at 2 degree angle. Since I am dealing with 'open' sections I have to connect secondary beams (IPE 120) to a web of primary beams (HEA 180) so torsion effect is almost zero). Since angle of primary beam is small, there are little effects of biaxial bending of secondary beams. I know that open sections like IPE 120 are sensible to bending around the weak axis but I have checked this and its OK. I have designed beam to beam connections pinned. I'd like to make connection as shown (2 bolts connecting steel plate welded at the end of IPE 120 to a web of primary beam that is approx. 10 mm thick). Do you see any problem here? How does welded steel plate thickness affect connection? I was thinking about making it 5 mm thick.
2) horizontal stability is achieved by bracing (diagonals). They are placed right bellow secondary beams. I was thinking to fix them to lower flange of primary beams. can that be a problem? since tension forces will be acting at lower part of primary beam?




Im designing connections of steel structure and I have some questions for more experienced guys on connections. Structure is anchored to an existing building.
I have designed primary beam to column connection as pinned (connected with 4 bolts). I think thats pretty simple and straightforward.
What I'm not so sure about is:
1) connecting secondary beams to primary beams. Primary beam is at 2 degree angle. Since I am dealing with 'open' sections I have to connect secondary beams (IPE 120) to a web of primary beams (HEA 180) so torsion effect is almost zero). Since angle of primary beam is small, there are little effects of biaxial bending of secondary beams. I know that open sections like IPE 120 are sensible to bending around the weak axis but I have checked this and its OK. I have designed beam to beam connections pinned. I'd like to make connection as shown (2 bolts connecting steel plate welded at the end of IPE 120 to a web of primary beam that is approx. 10 mm thick). Do you see any problem here? How does welded steel plate thickness affect connection? I was thinking about making it 5 mm thick.
2) horizontal stability is achieved by bracing (diagonals). They are placed right bellow secondary beams. I was thinking to fix them to lower flange of primary beams. can that be a problem? since tension forces will be acting at lower part of primary beam?










RE: steel connection (beam to beam and beam to column)
RE: steel connection (beam to beam and beam to column)
Dik
RE: steel connection (beam to beam and beam to column)
BA
RE: steel connection (beam to beam and beam to column)
Dik
RE: steel connection (beam to beam and beam to column)
I have been thinking... could I design columns supports as pinned instead of fixed, since I have bracing in roof plane. So any horizontal force will be transfered to existing building through diagonals and fixed supports are really not nedeed. Do you agree?
RE: steel connection (beam to beam and beam to column)
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.
RE: steel connection (beam to beam and beam to column)
BA
RE: steel connection (beam to beam and beam to column)
Primary beam web thickness is only 6 mm, but since the web will be loaded mostly in shear (torsion as mentioned shouldnt be a problem because of type of connection)I think that shouldnt be an issue...
I've posted this thread mostly to seek some confirmation on my design and thought process.
RE: steel connection (beam to beam and beam to column)
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.
RE: steel connection (beam to beam and beam to column)
BA
RE: steel connection (beam to beam and beam to column)
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.
RE: steel connection (beam to beam and beam to column)
BA
RE: steel connection (beam to beam and beam to column)
Isn't there a danger that a web can bend since its pretty thin? Or can we say that this is not an issue since secondary beams will not rotate enough to cause this? Vertical stiffener would eliminate this issue if there is an issue at all? The connection is pinned after all...
RE: steel connection (beam to beam and beam to column)
That concern is unfounded, for the reason you gave.
gmd255,
What is the pitch of your bolts? They look very close, with those little sections. I would use two bolts rather than four, as dik suggested. I wouldn't use less than 10 plate for the end plates.
RE: steel connection (beam to beam and beam to column)
I will use 2 bolts (I had 4 M12 (8.8) bolts before), so 2 x M12 (8.8) should do it.
I chose 10 mm end plate welded to secondary beams.