huangyhg

welding plate on existing wf
q= vq/ i is the computation of stitch weld for bottom plate.. is v the actual max vertical shear?
am confused what if i have a frame no vertical shear
only horizontal force due to wind.. if i need to add plate at the bottom of wide flange.. how would i compute the welding..
i am confused.. can someone explain this to me..
thanks,
see if wind load can be taken by beam (acting as column) as an axial load. than go with 3" in 12 " staggered weld. if beam cannot take it and needs cross-sectional area of plates also, than provide continuous weld. in aisc 13th edition, there is a section addressing welding of built up section subject to compression. it allows you to take as built sections as one , if they are welded continuously i guess. have a look please.
so v is actual max vertical shear, for plate welding right?
just want to be clear on that..
yes
what if it's a column that need additional plate?
do i weld the plate all the way or get the max v and stitch weld it?
check if column needs plate for moment, axial force or shear and design weld accordingly
edwin17th17
if i add wt on the flange of the web to increase axial.. does the wt need to go all the way to the base plate?
am confused i have a beam connecting to column web..
if i add wt to column flange am i actually increasing the axial capacity of column per that beam connection..
i know in staad i can fool that but in reality the beam is only connected to column web and will not be connected to wt

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