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Re: 125' long steel truss, connection question

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>If you design according to the above, you can model the joints with some
>degree of fixity (not perfectly fixed though).  It is easier to analyze
>as pinned and have some reserve strength, however.
Undoubtedly anathema to building designers, but I make it a practice to 
use member loads corresponding to complete fixity results for designing 
connections. My own experience (borne out by the Northridge business) is 
that connections are much more likely to give trouble than the members 
themselves. This is where the reserve strength is needed. I think this is 
especially true of welds because they don't handle relative displacements 
between connected members very well--the strains are just too large. 

Christopher Wright P.E.    |"They couldn't hit an elephant from
chrisw(--nospam--at)        | this distance"   (last words of Gen.
___________________________| John Sedgwick, Spotsylvania 1864)