2 posts in this topic
Recently Browsing 0 members
No registered users viewing this page.
I have a bit of an unusual situation. So, in reality I'm designing some stairs in which the flights/landings cantilever off of columns in the central well of the structure.
All sections of the structural members will be hollow section (beams and columns) and the senior engineer doesn't want to use hollo-bolts or anything similar.
His suggestion for the connection is illustrated in the picture attached.
My concern is, this thin plate connection would need to resist bending plus torsion, would it be any effective in doing so? Or am I overthinking it?
If you have any suggestions on how to design the connection and make sure it works as intended that would also be great!
Hello Engineers, I am a Bachelor degree student in civil engineering. Do you guys have any workout pdf examples of steel beam design according to EC3. I am not familiar with EC3 so it could be nice to see some detail workout example. Thanks
How to calculate expansion joint width between steel structures (Industrial Structures).
Thank in advance for your valuable reply.
Regarding the torsion in beam, EN 1992-1-1: 2004 section 6.3.1 (2) stipulates that: "where, in statically indeterminate structures, torsion arises from consideration of compatibility only, and the structure is not dependent on the torsional resistance for its stability, then it will normally be unnecessary to consider torsion at the ultimate limit state... ". Can anyone explain more clearly about this? For normal building, do we need to check torsion for beam?
I calculate torsion force exported from etabs then it requires not only the links but also the longitudinal bar. Sometimes the term of shear and torsion is even the critical check of section dimension.
Thanks in advance