Bridging for Steel Truss

[efFeb]

Good Morning,
I am designing my first steel truss, and would love to know if anyone has any good resources for design considerations aside from the clauses and commentary in S16?
I am also considering the bridging locations - In these clauses, the maximum bridging interval for tension chords is given as 240*r, but wouldn't I need to have this bridging anywhere that a compression member is framing in, to brace the compression member out of plane? For my truss configuration, this would lead to awkward placement of the bridging, as it would be between the beam lines.
I've attached an illustration here to show - if anyone has any thoughts on this, I would greatly appreciate it!
Thanks,

 

[BridgeSmith]

Bridging/bracing at the nodes would not brace the compression diagonals. They are already restrained at the nodes. If the diagonals require bracing, it would need to be somewhere near the middle of the diagonals, in order to keep them from buckling along their unbraced length between nodes.

If the compression diagonals or verticals are too slender, usually the most efficient solution is to increase r of those members, so that they're not subject to buckling.

Also, if the top chord is not subject to buckling vertically, then interior vertical members are not needed and can be removed.

Rod Smith, P.E., The artist formerly known as HotRod10