Structural Behavior of Cold-Formed Steel Panels

Steel deck usually, though not always, has different properties for upward load than for downward load. The deck shown here has wider 'flats' on top than on bottom. For a simple span, this makes sense because the top is in compression while the bottom is in tension.

If you load the deck upward, the reverse is true. The bottom is stressed in compression. The narrower effective width makes local buckling less likely to occur. If local buckling does occur, it will be in the bottom plate, not the top. Buckling is never the result of axial tension.

You use the word panel, which does lead us to think of steel deck. I have trouble thinking of any common use of steel deck where the uplift loads would be sufficient to cause local buckling of the bottom of the ribs. (maybe some sort of cantilever with large wind loads causing large uplifts?) Normally local buckling would be an issue in something like a beam or girder (cold formed sections are often used in the steel building industry to support roof loads), but the word panel does not make sense if that is the case. Could you give more information about the section you are using and the loading that causes this? I'm curious!

-YE

I would like to use the Lysaght Bondek II decking to check structural behavour...

And one more question..Due to the high uplift loading in the decking
the following failure case should be checked:

1. Deflection
2. Sagging moment capacity check
3. Hogging moment capacity check
4. Web crushing resistance check
5. Combined bending and web crushing
6. Web shear capacity check
7. Combined bending and web shear

Have any another failures as i need to check??

Is this the kind of deck you want to use? I believe it is a composite deck used as a form for concrete slabs. Why would uplift be a concern?

The deck that you mentioned is a composite deck. Are you using it as a composite deck, or are you using it more like a conventional roof deck? If so, note that this deck is really designed to be a tension member, with the concrete poured above taking all compression loads in simple bending. Because the top ribs are so small, in positive bending the deck is probably not capable of very large loads. The deck manufacturer will have this information for you.

By the way, I have never heard of the negative moments that occur at supports being called "hogging" moments, and had to look this up. Is this an older term, or one used in a certain industry, or perhaps a certain area? Once again, just interested.

-YE

as far as i know, the hogging means shear, but please inform me more if you have any more information about this term.
and i do believe this can be used only as a tension member but not for compression.