Steel Plate design

[PowerRanger]

Hi Fellows

I have a problem about the steel plate design. Following is my case.

I am designing a panel wall system to resist the flood water. The panel(5m length) is bolted to the steel plate at both vertical edge. And the steel plate is weld to the composite pile. So what principal I should use to design this steel plate? flexure bending strength? If I use the method say the panel is simply support by the plate, then I can find out the force on the edge of the plate, also, I have the distance between the welding point(to pile) to the bolting point(to panel). Then I feel the plate act as a cantilever, and I can find out the M*. But if do it this way, the plate is required 25mm thickness. My client and my supervisor both feel it is too thick. Did I use the wrong method? What do your guys think?
Thank you for your time.

 

[apsix]

I'm not sure if I understand your explanation, but if 25 thick is required by the cantilevering plate wouldn't the pile wall thickness limit the moment capacity?

Is it possible to orientate the plates at 90 degrees to the panel, so that the bolts act in shear and the plate is in compression (or tension)? This means the panels are located in front of (or behind) the piles, not between them.