huangyhg

gusset plate for redundant bracing
what criteria should i consider for the design of a welded gusset plate for a bolted redundant brace +/- 12 kips.
not enough info for us to comment. please explain the situation in a bit more detail.
the horizontal redundant brace is being added at the midpoint of a braced bay (tension rods)of an existing guy-tower. the enginner is indicating the connection for this redundant member to be designed for a
always use at least 2 bolts.
if you are sure the brace will always be in tension, then i agree with csd72...use at least 2 bolts. if there's a chance of compression, assuming the brace is longer than a few feet, you might have a buckling problem. your angle can handle 12k up to about 6 or 7 feet if continuous. if gussetted, only about 1/2 that.
my concern is more with the gusset connection to the tower leg. i am using a 2-bolt connection. the engineer chose the angle size and assume he designed properly for both tension and compression.
if your bolts are large enough, 12k can be handled by two bolts.

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