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Shear design of coped web

Shear design of coped web

Shear design of coped web

(OP)
When determining the shear capacity of a significantly coped web, does the reduced h of the web need to be accounted for in the web compactness calculations in Chapter G of AISC?  I have a W16x31 that has more than 50% of the web coped due to a sloping roof and I am trying to determine the shear capacity.  The W16x31 has a web shear coefficient, Cv, of 1 if accounting for the full web depth.  With a 50% reduction of the web height, the coefficient is significantly reduced.

RE: Shear design of coped web

?
I think it will only make that part of the web more compact.
 

RE: Shear design of coped web

For shear through the coped section, you would use Cv=1.  You also need to check buckling of the coped section.

RE: Shear design of coped web

+ bending stresses on the coped length smile

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