Cantilevered column for wind load

[JoeBaseplate]

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.

 

[SteelPE]

Never designed a building in Chicagoland.... is that next to Wally World?

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).

 

[ToadJones]

beam to column moment connections, IMO, are easier to make than fixed column bases and foundations.

 

[RFreund]

I don't think there is any reason to shy away from the wind only moment frame. I bet all but a few buildings in the chicagoland area are designed this way. If the building is not irregular than in my (not very experienced) opinion it is a very economical and common design option. Just do a little research feel more comfortable with it.

See this thread as I was very doubtful using this design procedure as well (lot of good info):

thread507-303493

EIT

 

[RFreund]

Forgot to apologize as I did not try and answer your question.

EIT

 

[Enhineyero]

The seismic base shear coefficient will be different when using a Moment resisting frame and a cantilever column frame. Check ur seismic force