huangyhg

flange buckling, shear
i have a temp structure where my 4 post carry 186 kips each and being supported by a w14x120x25' beam. under the each post is a 2'x2'x3/4" base plate. i am worried about shear and flange buckling, is this a concern? how do i approach this checking?
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tulay,
please clarify the question, 744 kips is a serious amount of load!
is each post supported by one beam? are the base plates are between the posts and the beams, or are they beam bearing plates? what shape are the columns? what is their orientation with respect to the beam flange? even though we have high-speed internet, i can't read your mind...
tg
these 4 post are acting on a single w14x120. base plates are between post and the w14x120. its a circular column with 22" diameter. the 2 columns sits side by side with each other. total length of the w14x120 is 25'. distance between the 2 sets of post is about 18'. hope this help. thanks for the response
shera is seldom a problem for compact shapes. however, bearing at the supports should be checked in accordance with asic lrfd k1.4, k1.5, and k1.6. these equations are already solved in the aisc beam chapter for all standard shapes.
i have to admit i don't quite fully understand the structure, but my gut says to check web crippling, and also check lateral-torsional buckling of the top flange of the w14 beam.
it also seems that a 14" deep beam spanning 25 ft seems a little shallow, so check deflections. you should probaby make sure that you're comfortable with your assumptions about top (compression) flange lateral support points, at extremities, and at the point loads.
but if i could suggest only 1 thing, i would have this work checked by a more experienced colleague, not by some internet kook like myself. again, you don't really know that i'm not some structural engineer wannabe hacker dispensing advice...
on my use of the word kook, please disregard. i've been playing with the baby a few too many hours today...
tg

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