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Re: Welded Shear Connectors

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This one is a pain.

Basically their opinion has to due with the shear studs being used to take diaphragm shears into the collectors, they consider that to be the function of the shear stud. They will say it cannot simultaneously act to deliver the composite shear from dead & live loads and lateral force.

Using the exception is basically the same thing (divide by 2.5 or 3 for omega)

What we do is design the collectors and beams under this loading condition as non-composite and use the shear studs only for lateral shear out of the concrete filled metal deck. DSA has no problem with this approach.

-gm

On Thu, Aug 6, 2009 at 10:48 AM, Doug Mayer <doug.mayer(--nospam--at)taylorteter.com> wrote:

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