Steel Dome roof 1

[IUD]

Hi

I am designing a steel dome roof . After modelling the roof in Spacegass (Australia). I am trying to apply dead and live loads to curved beams. the load distribution is a triangular . at the top it is zero. bottom is high. The way I calculated dead load is the dead pressure multiplied by distance between two curved beam. so the distance is increasing top to bottom. so load increases from to bottom. I have 5 intermediate points when i generate arc. so i can not apply load to the whole beam once. so i appied load to individual segments at a time . My load pattern as per attachement



My question is once i analysis the model i got 101mm vertical deflection only with serviceability dead load top point.which should not be. So i am just wondering the way I apply the dead load is correct or wrong?


If can help to give any idea how to apply dead load appreciated. thanks

 

[dhengr]

IUD:
Not really answering your question here..., so, a little off topic. You might want to Goggle your handle for a general/medical meaning, and see if you wouldn’t want to pick a new handle.
While many of us would love to be in that situation, all the time, that handle may connote something other than serious engineering.

 

[WARose]

Just eyeballing it, I don't see an issue with the load.

One thing that jumps out at me (in the first pic in the .docx file): I don't think the deflection issue has much to do with the dome itself......it looks more like some sort of issue with the beams that get the dome load to the supports. I would back check their stiffness and end releases. (Based on what I see here.)

 

[dozer]

I agree with WARose. Your supporting structure looks dubious to me. What is the deflection at the base of the dome?