BEAM SPLICE REQUIREMENTS IN SLRS WHERE R>3

[NewbieInSE]

Dear Engineers,
Please help answering the following.

Assume that, I must design the structure considering an IMRF or higher.

 

[SandwichEngine]

You're leaving out a lot of information.

First, you would only need to design it as an intermediate moment frame if it's in seismic design category D or higher, the roof is over 65 ft or the load tributary to roof is 20 psf or it has a second story. If none of those are present, you can design it as an ordinary moment frame and you only need to design the connections for the code required load combinations. See ASCE 7-16 12.2.5.6

 

[NewbieInSE]

SandwichEngine,
Well. I want to know it in general.
What if the structure is multistoried (which it is not, but sometimes we do) having a height > 65 ft.? Do the splices need to be stronger than section plastic capacity??

 

[NewbieInSE]

For example in the case of column splices, it needs to be stronger than the column sectional plastic capacity. This thing has been explicitly mentioned in the AISC-341. But regarding beam splice I'm unaware of what's the solution to beam splice.