For a special moment frame building non-seismic connections
For a special moment frame building non-seismic connections
(OP)
For a building using special moment frames as the lateral force resisting system, do the connections used for the non-seismic beams and columns have to be shear or can they be moment connections. Thank you in advance for any help that is given






RE: For a special moment frame building non-seismic connections
RE: For a special moment frame building non-seismic connections
I think that they ought to be shear connections if possible. Otherwise, the moment frames that they create accidentally will:
1)increase seismic base shear for the building.
2)change the distribution of lateral load throughout the building.
3)delay the development of a yield mechanism in the global lateral system.
That said, everything is subject to judgment and scale. If the moment connections you want would create moment frames of negligible stiffness relative to the SMF, so be it.
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: For a special moment frame building non-seismic connections
RE: For a special moment frame building non-seismic connections
RE: For a special moment frame building non-seismic connections
It's tricky though, there's some deflection compatibility questions going on. If your gravity system has significant lateral stiffness to pull load out of your lateral frames then I don't see how you can get around detailing it as non-seismic.