2D Plate modelling

[engamaid]

hello friends,
i have a question, i have to do 2d plate analysis for contineous beam, for which i am looking for following information, 1) could any one suggest me good reading material regarding 2d plates? more specifically for beams if possible, 2) does the third dimension in case of beam 2d plate modelling have to be till certain thickness and not what is the actuall thickness of beam? as to fulfill 2D Plate requirements, i.e in my case my beam is 250mmx500mm so when i am doing 2d plate do i need to keep thickness 250mm or 250/10, as i read something but dont know the reason, 3) last but not least, if in case of keeping the thickness as 250/10 then do i need to apply the same load as to be applied to the whole thickness or do u need to divide the applied load as well by Load/10?

THanks

 

[JedClampett]

engamaid, first of all, take a breath. I'm exhausted just from reading that.
If it's a beam, why do you have to do a 2D plate analysis? Beams are analyzed as lines, not plates. For continuous beams, you go to your big structural book, look it up, run the numbers and you're home free. Or if the spans aren't even, you might run STAAD, or horrors, slope deflection or moment distribution.
Do you have a supervisor? I think you're making a big deal over an easy problem.

 

[engamaid]

well, i didnt post the detail because i thought its irrelevent, but as you asked so here is the detail attach is a file that shows section, now its a section of connection in Precast structure, and i need to make this section with full length of beam as aa 2d plate and check the -ve moments, and thereafter compare them with results by other methods, now why i am doing this is detail which is useless to mention and the problem i faced is precious and particular but i couldnt found the answer to it which is why i shared here so it would be highly appreciated if you could help me out with those three questions i have posted else, thanks for your reply.

Amaid

 

[BUGGAR]

I'm rusty on the manual solution of plates but I think you can drop the "hypothetical" thickness and use the actual thickness. This will be important for buckling determination using width/length to thickness ratios based on actual thickness.
I confess I exclusively use Risa for all my plates. Remember to make the plates small for accuracy.

 

[engamaid]

thanks BUGGAR, could u explain what do u mean by small? do u mean instead of taking the whole length of beam i could just take half of it? is that what you mean?
Thanks for your reply,

 

[BUGGAR]

Aren't you doing plate FEA? I may not understand what you are trying to do.

 

[engamaid]

Yes ofc its FEM,

 

[rapt]

I think you need to define the type of elements you are using better.

You cannot model beams as a 2D plate element attached to other slab plate elements (if you mean basic plate elements that most people use for flat plate analysis.). A shallow beam thickening may be ok but not a real beam. Thin Plate elements have no real concept of depth and the stress conditions where they attach where there are large depth differences would be completely stuffed as I understand it.