A big mistake i observed in this design is that calculation of bearing strength of bolts was done when t=10mm. But summation of thickness of cover plates is coming to be 8mm. So Σt=4+4= 8mm and this should be used in calculation of bearing strength of bolts and bolt value will be 58KN and so we require 5 bolts.
Sir , Happy New to you first. Sir I have a question. I am constructing a steel frame structure in which 4 ISMB 250 column is there with 3.47 m height each.Total dead load is 120KN. But main issue is contractor cut all four column of 3.3 m height .What will i have to do?? Contractor welded 170 mm ISMB 250 mm peice with cover plate on both flanges and web and that is too welded,and kept all joint below the roof level. Is it enough to resist load??
A big mistake i observed in this design is that calculation of bearing strength of bolts was done when t=10mm. But summation of thickness of cover plates is coming to be 8mm. So Σt=4+4= 8mm and this should be used in calculation of bearing strength of bolts and bolt value will be 58KN and so we require 5 bolts.
Else provide splices of 5mm thickness each. Which is minimum criteria
Thickness of the splice plate is calculated at the latter stage 10 mm is absolutely correct.
Thank you sir
@ 24:00 Plan drawing is not correct, it does not show splice plates.
Main purpose was to show arrangement of bolts, it seems.
Sir ,
Happy New to you first.
Sir I have a question.
I am constructing a steel frame structure in which 4 ISMB 250 column is there with 3.47 m height each.Total dead load is 120KN. But main issue is contractor cut all four column of 3.3 m height .What will i have to do??
Contractor welded 170 mm ISMB 250 mm peice with cover plate on both flanges and web and that is too welded,and kept all joint below the roof level.
Is it enough to resist load??
Thank you so much sir.
thank uh sir
Splices in Tension Members
Course website: nptel.ac.in/courses/105105162/
Fu=410
Thank you sir