Braced Frame Conn. to Weak Col. with Offset

[PengStruct]

Anyone ever pushed a braced frame off the column centerline like this before? See images below. I've looked at AISC design guide for brace connections and in the manual but don't see any mention of this scenario. The largest brace force is 30k in a 9 story structure.

It seems that this would twist the columns too much and put weak bending into my wind girders/connections. Its a very narrow lot and the architect is trying to get more floor space. I thought I would check here before saying It can't be done.

For modeling it would seem you have to create rigid links off the columns and connect the frame to that.

 

[Agent666]

I don't see any issue with it provided you take account of all the secondary effects due to the eccentricities that are being introduced, like combined actions within the flange which is now also the gusset. I can imagine its not going to be as efficient as connecting on the center-line and the columns will be heavier as a result. Things like the baseplate connection might need to be more centered on the brace/line of action of the force. Certainly anything can be designed from application of basic first principles type engineering.

Having said that I've never done it for anything but small structures like the garage in your back yard, and would probably avoid it unless absolutely pushed into it for some reason for a high rise structure.

 

[PengStruct]

Thanks Agent666. Everything you said makes sense. In the end, there is definitely not enough fee to cover all the extra time required to do it this way. If it was a smaller structure I might have worked on it for the challenge of it but I get myself in that trap too often and then stress out when the deadlines pile up because the design and drafting time is taking too long.