Distribution of cladding moments
Distribution of cladding moments
(OP)
Hello everyone,
I am designing a two way flat plate slab using the direct design method. The perimeter of my structure has a cladding line load. I would like to consider the effects of these moments in my column and middle strips of my exterior panel although I cannot seem to find any guidance on this.
I am thinking about distributing the moment caused by cladding to the CS/MS according to their widths and adding top bars to the slab accordingly (with a few extra for safety).
Any advice on how to proceed would be greatly appreciated.
I am designing a two way flat plate slab using the direct design method. The perimeter of my structure has a cladding line load. I would like to consider the effects of these moments in my column and middle strips of my exterior panel although I cannot seem to find any guidance on this.
I am thinking about distributing the moment caused by cladding to the CS/MS according to their widths and adding top bars to the slab accordingly (with a few extra for safety).
Any advice on how to proceed would be greatly appreciated.






RE: Distribution of cladding moments
RE: Distribution of cladding moments
If these loads are located around the perimeter of your slab, then the only way the line loads can get to the supports is by the edge column strip or edge beam if they are existant.
As for transverse moment in the perpendicular direction, depending on the eccentricity of the cladding load with the column centreline, additional "out-of-position" moment will be transferred into your column and possibly, additional negative moment in your slab over the supports if your slab cantilevers past the exterior columns.
Best bet is you ditch the direct design approach and analyse this problem by the equivalent frame method, modelling the cladding loads as line loads in the parallel edge strips and points loads in the perpendicular frame runs. You can use the direct desgin method and general structural analysis formulae to backcheck your results.
RE: Distribution of cladding moments
-EJ
RE: Distribution of cladding moments
In this situation if the moment from the floor loads is more than the column then I would conservatively ignore the cladding loads in analysis and then just add additional reinforcement to take care of the cladding loads.