Cantilevered column for wind load
Cantilevered column for wind load
(OP)
Please see the attached sketch. This is a proposed frame for a single story structure, the exterior walls are masonry and there are no interior walls for use as shear walls, thus the need for frames. Wind is the governing lateral load (seismic site class B, Chicagoland). I was going to use type-2 moment frames ( I believe now they are referred to as Flexible Moment Connections) but it appears that more and more designers are turning their backs on the idea. So, I decided to do the cantilevered frame shown. I don't want to fix the beams because I want to keep the beam-column connections as simple.
My question is that are their still some seismic design criteria I must satisfy even though it doesn't govern? I am trying to keep the lateral deflection within 2h/600.
My question is that are their still some seismic design criteria I must satisfy even though it doesn't govern? I am trying to keep the lateral deflection within 2h/600.






RE: Cantilevered column for wind load
If you are using a cantilever column system, I hope you would be using a R value out of section G of table 12.2-1 of ASCE 7.
I also hope you accounted for the weight of the masonry when you calculated your seismic base shear (unless it is independently framed).
RE: Cantilevered column for wind load
RE: Cantilevered column for wind load
See this thread as I was very doubtful using this design procedure as well (lot of good info):
thread507-303493: Type 2 (Wind Only) Moment Frame
EIT
RE: Cantilevered column for wind load
EIT
RE: Cantilevered column for wind load