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Re: ASD steel composite beam design

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No, it doesn't.  The non-composite section is at full allowable bending capacity, and is defelecting about 2" under total load.  I would think that if Iuse the 1/4 Vh value, I greatly reduce the number of weld studsdeflections are still within allowable limits.  Just reading through the ASD spec, it almost seems as if it's all or nothing if the reduced horiz shear Vh' doesn't calc to at least 1/4 Vh.  Actually, reading the paragraph on 5-59 as you've pointed out kinda answers my question.  Thanks Will.

David A. Topete, S.E.

"Will Haynes" <gtg740p(--nospam--at)>

09/14/2006 05:42 PM

Please respond to

Re: ASD steel composite beam design

By page 5-59 it looks like you do have to meet the 1/4 minimum if using any composite action. Does the beam work without studs at all? I have used non-composite beams on a floor where the rest of the beams were composite.
Will H.

On 9/14/06, David.Topete(--nospam--at) <David.Topete(--nospam--at) > wrote:

Following the examples for composite beam design in the ASD 9th edition, when economizing by taking advantage of partial composite action, does Vh' have to be at minimum 1/4 x Vh?  I ask because for a fully composite beam, I would need a total of 70 weld studs.  But, when computing for partial composite beam action, to economize on the weld studs, the calculated Vh' is a hair above 0kips.  Intuitively, I would guess that the intent of the 1/4 Vh is to have some horiz shear force to design for, although it is not explicitly stated in the spec or commentary...
TIA for any clarification provided.

David A. Topete, S.E.