Howdy.
I am working on a commercial building with a monoslope roof that is 16' tall at the high end (see attached). I'm looking for thoughts on how the lateral wind load from half the supporting wall and the 16' tall truss end finds it's way into the top chord sheathed diaphragm. If I direct the truss designer to account for a x psf load on the vertical end chords and x lb force in the bottom chord (from the wall below), is that enough or do I provide diagonal bracing on the high side from top of wall to truss top chord. I think I know enough about truss design to think the truss designer would just design with pin/roller and any horizontal force would just be shown to be taken out at the supports. I don't want to rely on a gyp ceiling to be the horizontal diaphragm (I don't think) to distribute the loads to the shear walls that I will have along the length of the building. What are your thoughts; anybody out there done any similar designs?
I am working on a commercial building with a monoslope roof that is 16' tall at the high end (see attached). I'm looking for thoughts on how the lateral wind load from half the supporting wall and the 16' tall truss end finds it's way into the top chord sheathed diaphragm. If I direct the truss designer to account for a x psf load on the vertical end chords and x lb force in the bottom chord (from the wall below), is that enough or do I provide diagonal bracing on the high side from top of wall to truss top chord. I think I know enough about truss design to think the truss designer would just design with pin/roller and any horizontal force would just be shown to be taken out at the supports. I don't want to rely on a gyp ceiling to be the horizontal diaphragm (I don't think) to distribute the loads to the shear walls that I will have along the length of the building. What are your thoughts; anybody out there done any similar designs?
