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Design of Torsion Truss

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I am designing a 54" deep c/c steel truss consisting of wide flange 
chords with the webs turned horizontal.  I'm using angles welded to 
the flanges on each side for the web members.  When I use the single 
angle solution given in AISC Manual, 9th ed., I get very heavy 
angles.  Consequently, I am tying the 2 parallel angles on each side 
of the truss together at mid-height to prevent twisting or torsional 
buckling.  The second sentence of AISC Sect J1.9 states "The 
foregoing provision is not applicable to end connections of 
statically loaded single angles."

Am I right, then, that I can neglect the effect of the eccentricity 
in the design of the angles in my truss, provided I tie the 2 angles 
together?  Will the tie provide sufficient rigidity to the 2 parallel 
angles to prevent twisting or torsional buckling?

Gary Hodgson

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