Lateral bracing of flanges
Lateral bracing of flanges
(OP)
Do you guyz think that this stiff plate (lets say 10mm) is adequate to provide resistance to lateral torsional buckling of flanges? This is the part of a long truss.
When was the last time you drove down the highway without seeing a commercial truck hauling goods?
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Lateral bracing of flanges
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RE: Lateral bracing of flanges
Michael.
"Science adjusts its views based on what's observed. Faith is the denial of observation so that belief can be preserved." ~ Tim Minchin
RE: Lateral bracing of flanges
Why not use a structural tee for the top and bottom chords and bend to suit the shape of the roof, allowing purlins to bear on the flange of the tee and web members to connect to the web of the tee?
BA
RE: Lateral bracing of flanges
RE: Lateral bracing of flanges
RE: Lateral bracing of flanges
My comment about the purlins bracing the chord was based on the cleats being welded to the beam. With a bolted connection, which I now see is the case, I would be less confident in the stability.
RE: Lateral bracing of flanges
RE: Lateral bracing of flanges
I have been to Joseph Yura's seminars and read the literature, but I can't claim to fully understand the adequacy of certain bracing schemes.
RE: Lateral bracing of flanges
I would take a look at bracing it at 1/4 points (or maybe even only mid-span) and then using a WF member framed perpendicular to your trusses for this.
If you stay with your original bracing scheme, I think a more common detail may be use Cs or angles welded to the bottom flange and then diagonal kicker up to the roof member. Your detail seems to create restraint that would develop moment in the roof purlins and cause torsion in your WF, which is probably not the way you are designing it.