Sway or nonsway RC columns for my space frame

[hamza41]

Hello,

I'd like to check the stability of RC columns against the reactions of a space frame. The columns' height is 12 m and their diameter is 60 cm. The issue is to decide the effective length factor value to adopt for this case to determine the critical buckling load P[sub]c[/sub].
At first sight, the structure is sway as no bracing elements are present.
The question is: can I consider my structure as nonsway if it complies with the following condition (10-10) of ACI 318-11 and adopt an effective length factor of 1 instead of 2, or is this conditon only available for the determination of the Moment magnification procedure ?

Thank you.

 

[hokie66]

Is that horizontal reaction from gravity loading only? You need to consider also wind loading, and volume change in the steel structure due to temperature variation.

 

[hamza41]

This is the factored reaction from dead and wind loads on the roof.
I will check reactions from temperature load too. It shall be limited to almost 30 % of vertical reactions by the adoption of sliding supports.

 

[hamza41]

The maximum horizontal reaction for temperature variation load of 30° is 2.63 KN.
I think we don't need sliding supports, it'd be useless.