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Welded Shear Connectors

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There is a provision in the DSA/OSHPD section of the 2007 CBC (2204A.1.2) regarding the design and capacity of welded shear connectors.  In this section, it states: “When welded shear connectors are used for applications other than composite construction, such as for transfer of shear loads to ledgers, collectors and diaphragm chord members, the allowable shear strength or design shear strength, as appropriate, shall be one-third of the available strength.”  It then gives an exception to this reduction as long as you use overstrength factors on your design load. 

 

Any ideas why they penalize welded shear connectors like this?  I’m assuming it has something to do with the behavior/ductility of the weld as opposed to an anchor bolt.  Any thoughts would be appreciated.

 

TIA,

 

Doug Mayer, SE

Structural Engineer