russ work point 9ebf0

huangyhg

truss work point (ebf)
has anyone ever designed built-up truss with an offset at the nodes where the diagonals and verticals meet at the chords?  i have an 80' truss on a 6:12 slope built with double angles for diagonals/verticals and wt's for chords.  the work point does not align at the member centerlines because of geometry restraints.  to simplify the fabrication i want to eliminate adding gusset plates.  my connection now resembles an ebf with induced moments.  if i save on fabrication cost by increasing the chord size and eliminating the addition of welded plates, does anyone see a problem with that?
tia
i think you'll have to get with your eor about this one to see if they are afraid of these induced moments and shears. after all, they are responsible for the   
we typically offset the   
i am the eor for this one.  i used staad to model my truss and built 6" offsets at the nodes.  i do not design trusses everyday but like to value engineer my designs when possible.
str04 said: "i am the eor for this one...."
that is the first time i've ever seen this happen around here! i'm just glad the original poster didn't say anything nasty about the eor!
dbd
i'm not familiar with staad (gtstrudl user) but can you switch the truss members to beam elements and have staad check the members as beams?  if you assume the diag and vert   
i should think that a thickener chord   
dbdavis,
what's to be said that is nasty?  are we not professional or do we alter our egos when entering chat rooms?  am i the only eor around here?
str04