Doubler plate design

[logannqueencity]

I have a top-coped strong-axis WF beam connecting to a WF girder which has both shear and axial loading, and I am using an end plate connection. Unfortunately the thick flanges on the girder have caused my beam to have a flexural rupture strength failure. The only option I can think of is to add a doubler plate to the beam, but I have not carried out a doubler plate design yet. I'm thinking I should just use a weld that develops the full capacity of the beam, and then I won't have to create a separate design for the doubler plate. Is this a reasonable assumption, and how can I be sure my weld is large enough to develop the full beam capacity?

 

[Agent666]

It may be more economic to just provide a beam that's a bit bigger. But if you want a full strength weld then butt weld the plate, or provide fillet welds capable of yielding the plate.

 

[logannqueencity]

Ok, so if I choose to use a fillet weld, how can I be sure the doubler plate will act as a part of the web and not just buckle independently. In other words, do I need to connect the doubler to the web with bolts so they will act as a single member?

 

[Agent666]

Usually for a doubler plate to say a beam/column panel zone you provide holes in the doubler plate and plug weld back to the web of the column. No different in your situation, the standard you are working to should have limits on the slenderness of doubler plates.

 

[Agent666]

Goes without saying that you also have it connected fully around the perimeter as well.

 

[logannqueencity]

Thank you for your help agent