2 way spanning concrete wall panel

[ap7775]

Does anyone know of any design guides/formulas for the bending moment distribution for a concrete wall panel used as cladding on a single storey portal frame building subjected to lateral wind loads?
The base of the panel is considered to be fully supported (tied into floor slab), and the top 2 corners are fixed to the steel columns via steel plate clips.

 

[rgerk]

From my experience, I have always looked at wall panels as a series of beams. Design the panel to span vertically between two beams (one at top connections and one at bottom connections). Use the reactions from the vertical span to design the top and bottom beams. It is pretty simplistic and maybe a little conservative, but makes for easy calculations.

 

[mikesg]

What are the dimensions of your panels (especially the width/height ratio)?
You can calculate panels as a slab loaded normally with the distributed wind load and no self weight. Please check whether you can assume simple support on the vertical and top sides since you say you have ties only in the upper corners, not along the entire length of these sides.

Also, are these panels expected to carry loads in their plane besides the self weight (wind/eqrthquake along the longitude of the structure) or you have provided bracing otherwise and use panels just for cladding?

Mike

 

[csd72]

In order to do this you would need to provide continuous support of the panel up the height of the column.

This is a very bad detail when it comes to behaviour of the panels in fire.

The portal frames will tend to 'soften' in the fire and the rafter portion will sag in the middle forcing the columns to bend inward. Meanwhile the panel will be hotter on the inside than the outside therefore causing the panel to curl outwards. the result is a prying action that can cause sudden and severe outward collapse.

Best to design the panels to span one way only if this is possible.