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Steel Truses

Steel Truses

Steel Truses

(OP)
I'm in the process of designing a large span roof truss (all triangles with no eccentricity). Steel members are W14 sections. Web to chord connections are welded, while splices are bolted. I modeled the structure as pinned web to chord joints with a continuous chords. I sized the members generously (maximum utilization at 80%). Then I modeled the structure as rigid connections with moment at all member ends. When I rechecked the members for axial loads and bending moments, some members failed. I was under the impression that the effect of end moments will not be that substantial. Can I depend on the fact that these local moments will not have serious effect on the limit state failure mode?
Thanks for help
Morkos

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