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you use oversize holes for column base plate anchor bolt. if anchor bolt is a307 or fm1554 what is it's capacity in shear? p4-5 of ASD manual does not have capacity for oversize holes for a307 also for oversize holes the connection needs to be slip critical right.. is it ok to use snug tight...

i have a existing beam without vertical load.. it is failing due to horizontal load.. wind load on column.. i added plate at the bottom to make it pass.. i am not confused how to design the welding of the plate to beam.. i understand vq/i where v is the vertical shear.. but the max moment of...

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...

whats the best way to retrofit an existing horizontal brace L5x5x3/8 ?

if i weld additional plate on the flange of existing column and i weld it all the way (not stitch weld) what are the possible disadvantage of this? is it more recommended to stitch weld this additional plate..

guys know a website with excel programs or pdf helpful for structural/civil engineer

if i have steel structure modeled using computer.. if i check beam deflection.. which one it the proper one, local beam deflection check or global beam deflection check..

when column splice plate is long enough to hit beam moment connection end plate.. and unavoidably become 1 long plate.. how does one design this? any reference sample for this?

aisc 9th edition manual of steel construction anyone knows where i could get a pdf file of this? thanks,

i am checking a pedestal and footing design. the rebar on the pedestal has hook at the bottom and at the top.. i understand the hook the bottom but the top, is this still necessary?

what is the danger on the moment frame side if i have pinned column splice even if in my analysis everything seems to be working. i used pinned connection for the column splice on my analysis also. i have a column splice where i used pinned connection (cap plate with bolt inside wide flange...

for wideflange column pinned base plate (A307 anchor bolt inside) what is the minimum anchor bolt edge distance? 6d or 4d how about bolt to bolt center to center distance distance? i'm sure 4d for edge distance a307 bolt ( based on anchor bolt design for petrochemical facilities) but couldnt...

see p4-122 asd for 8 bolt moment connection.. what if i cant put stiffener between end plate and beam flange, is Ma = T * pf (eq 4 p.4-123) still good? did they consider stifferner plate for point of inflection distance assumption?