Stress due to temperature change

[tolgayaz]

Hi,

I am modelling a steel structure with mezzanine floors which are to be designed as composite floors. Since i apply a temp. change of +15/-15 to the structure (both frames and shells, shells have one-way dist. to demonstrate deck properties) and frame design method is structural steel. The results due to temperature change govern the design for all beam members.
Meshing the shells were not helpful, diaphragm was deleted.

Thanks to everyone with an opinion,

Cheers,

 

[johnbridge231]

I think I was unable to understand your problem..

Analysis and Design of arbitrary cross sections
Reinforcement design to all major codes
Moment Curvature analysis

http://www.engissol.com/cross-section-analysis-design.html

 

[stressed]

Temperature load can be assigned to shell and/or frame elements. If diaphragm somehow gets accidentally deleted, select all the joints in plan view and re-assign joint constraint for a diaphragm type. Could you give more information on your comment that meshing the shells was "not helpful"?

 

[tolgayaz]

Thank you for your reply, i understand i have not expressed my problem clearly.
My problem is that i can't get reasonable beam forces since strains caused by temperature change results as axial frame forces in beams. When i assign a diaphram to all nodes in slab beam M33 moment values are not reasonable since diaphram restrains nodes. Meshing the slab is almost impossible because of the size of model.

My question comes to;
How shall i model large slab areas with composite beams (secondary beams is the least of my concerns since i can use spreadsheets for the design) and girders considering temperature change effects.

Thanks again,