End-Plate Web Weld
End-Plate Web Weld
(OP)
Hello all,
Are there any limitations to weld thickness for fillet welds placed on two sides of a beam web for a end-plate moment connection? I haven't been able to find anything and we are joining AISC to get the Design Guides to verify the connection software that we are using. Currently the program is requiring 5/16" fillet welds on each side of a 0.3" web to develop web forces into the columns. Any thoughts? As a disclaimer, this is a preliminary design and I will have the proper literature in house before this design is finalized.
Are there any limitations to weld thickness for fillet welds placed on two sides of a beam web for a end-plate moment connection? I haven't been able to find anything and we are joining AISC to get the Design Guides to verify the connection software that we are using. Currently the program is requiring 5/16" fillet welds on each side of a 0.3" web to develop web forces into the columns. Any thoughts? As a disclaimer, this is a preliminary design and I will have the proper literature in house before this design is finalized.






RE: End-Plate Web Weld
RE: End-Plate Web Weld
I think the idea is that (for seismic applications) you expect the flanges to go past yield as your moment approaches Cpr*Ry*Mp. Therefore, you don't want any fracture to occur at the web weld.
For non-seismic applications you may be justified in ignoring this provision. After all, it's not included in Design Guide 16.
RE: End-Plate Web Weld
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Providing fabrication and erection efficient structural design of connections. Consulting services for structural welding and bolting.
RE: End-Plate Web Weld
http://www.webcivil.com/uswelding.aspx
RE: End-Plate Web Weld
A more common weld size would be 1/4" which would seem to be adequate to develop the yield strength of a 0.3" web having Fy of 50 ksi.
BA