With a VKR 120x60x4 S355J2H there will be no problems with strength (including calculations for a dynamic amplification factor of 1.5) and dimensioning values on the loads (the loads are increased with a certain factor beyond the dynamic amplification factor).
Looking at the deformations, I get it to be 17 mm (compared, for instance, with L/300) where I have calculated with the increased load and self-weight but not with dimensioned values beyond that.
I have calculated on a 2D frame where I have assumed a non-moment-resistant restraint in the floor (bolted).
With a VKR 120x60x4 S355J2H there will be no problems with the strength (including calculation based on a dynamic amplification factor of 1.5) and design values for the loads (the loads are increased with a certain factor in addition to the dynamic amplification factor).
In terms of deformations, I calculate it to be 17 mm (to compare e.g. with L/300), here I have included the increased load and self-weight but not with design values beyond that.
I have calculated on a 2D frame where I have assumed a non-moment stiff fastening in the floor (bolted).
I see, you were thinking like that, I was imagining a cube according to dkhansson's first post. I then only studied one side in the form of a frame with two vertical tubes and one that goes between them horizontally. Then I apply a load in the middle.
Oh, you thought so, I was imagining a cube according to dkhansson's first post. I only studied one side in the form of a frame with two vertical pipes and one that goes between them horizontally. Then I apply a load in the middle.
I still wonder how you calculate the load?
I'm wondering if I completely miscalculated myself? (And then I only calculated on a single pipe, simply supported, including the weight as part of the point load)
My professional experience (from the floor) feels like 31 mm with just 200 kg sounds a lot...