Analyzing Adjacent Columns Deflecting Against Each Other

[dagti90]

I am currently engaged in the analysis of an open carport structure that is intended to be constructed adjacent to a steel garage featuring a square HSS frame, with the intention of utilizing the same HSS material for the carport. My primary concern pertains to the analysis methodology, as the columns of the carport are anticipated to exhibit deflections in the opposite direction of the columns in the garage. Consequently, there is a need to address the interplay of forces resulting from this deflection variance.

In my initial analysis, I treated the carport and garage as distinct structures, yielding satisfactory results when disregarding the interaction caused by deflection. However, when considering them as a unified built-up member in the analysis, the results did not meet the required criteria.

Presently, I am inclined towards adopting a more conservative approach, wherein I analyze the columns of the carport and garage as a cohesive built-up member. This will necessitate adjustments such as increasing material thickness or column size as required to ensure the analysis meets the requisite criteria, but my client would prefer to not have to go this direction if it is possible since this material is readily available to them.

I welcome any insights or alternative suggestions from the community regarding the most appropriate course of action in this analysis.

 

[GeorgeTheCivilEngineer]

Surely you could just move them further apart?

With base plates etc I'm not sure how you could get two columns sitting H/300 apart

 

[XR250]

Can you provide a sketch of both structures adjacent to each other? This seems off to me.

 

[canwesteng]

The most appropriate course of action is moving the columns, if they can't move apart in the direction of the portal frames then by staggering the gridlines. Otherwise, you can model compression only links at a handful of nodes along the columns where they are likely to make contact. This can get you a solution where the existing column works at the cost of a stiffer new column.