I'm doing delegated connection design on some moment connections for a steel-framed project in the US. These are Intermediate Moment Frames, so the connections are prequalified WUF-W joints per AISC 358-16. However, the EOR specified a column at one frame that has a 1" narrower flange than the...
thread507-446756
Curious if anyone knows where forum member Dreber got the source he posted in the linked thread for checking the strength of perforated plates as a series of equivalent "cables" in tension under a uniform load. It appears the equation for ymax in his example portion of his post...
thread507-270827
I found the referenced thread that mentions James Fisher's design method for slotted plate seats for beams bearing opposite steel joists. I've been working through his method to work up a spreadsheet for checking beam connections for either the original slotted plate or for...
I'm doing some connection design, and have a case of a beam extending 5' over an HSS column, with a beam splice to the next beam there. At the column, the beam is attached via a 3/4" thick cap plate with 4-3/4" bolts. I'm trying to confirm the adequacy of the beam to column connection. Is it...
