industrial pillars

[Robbie6_6]

Hello, I am trying to dimensional steel pillars for an industrial shed with large lights reaching 30m. would you recommend that you use it? Do I have to stick to the standard size on the manufacturers' sites or is there a possibility to vary the size? In particular I would like to use a heb profile with the two dimensions equal to and greater than 30cm but I cannot find similar examples. exists? and in any case can he go?

 

[MassiVonWeizen]

Profiles have standard dimensions. if you want special measures you need to use production systems other than standard ones with higher costs and times.
Are the calculations part of your job or are they?

 

[ragnol]

in any case no one forbids you to pair two or more "commercial" profiles together to get a pillar with section, moments and eclipses of x/y inertia. the profiles that make up the pillar you can weld or bolt them. . .

in limit cases you can realize a pillar that actually a reticular beam. Do you know the four "zamps" of the eiffel tower?

it will be your calculation to tell you how much section and helixes/moments of inertia you need for the tip load and any moments you need to contrast.

 

[Robbie6_6]

Thank you very much for the answer, no I do not have to deal with the structural calculation but my professor told me that the behavior should be the same as a rectangular pillar and therefore the same in both main directions. I only subsequently realized that the commercial profiles do not include dimensions of the sides equal to above the 30cm and from there my dilemma was born.

 

[ragnol]

only for example, if you have to replicate a plant pillar Rectangular Square (if the behavior has to be the same in x/y) you can use 4 profiles to "l" connected by handkerchiefs (if that's enough), or create a snare.

Another possibility is to flank two ipe, keeping them separated as much as you need to have the same performance in x and y, and obviously realize the connections that make them work together.
In short, there are various possibilities, depending on the stresses.

You wrote that you don't have to deal with the structural calculation, but do you have at least the stresses?

otherwise how do you decide which section must have the "composed pillar"?

ps: maybe they are not easily found, but heb profiles come to sections well above 300mm...if you have to tie the inertia in "y", you can think to weld for the whole length a sheet of thickness "x" in the head of the wings (you make it a boxed, in practice.