SeizeTheMoment
Structural
AWS D1.8 only seems to specify that for structures experiencing cyclic loading, backing bars are to be removed and welded. This is due to the Northridge earthquake where many moment frame detailing failed at these connections. AWS D1.1 refers to the engineer to specify if it should be removed or not.
My takeaway is that we should remove backing bars for collectors in high seismic regions. I don't think it's necessary for gravity connections. However, if you have a site where wind governs, what do you specify? I don't necessarily think wind is "cyclic" - unless you are designing for high winds, maybe >100MPH? Thoughts?
Don't bend to the stress, seize the moment!
My takeaway is that we should remove backing bars for collectors in high seismic regions. I don't think it's necessary for gravity connections. However, if you have a site where wind governs, what do you specify? I don't necessarily think wind is "cyclic" - unless you are designing for high winds, maybe >100MPH? Thoughts?
Don't bend to the stress, seize the moment!
