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CJP Length Required if Unable to weld full flange length?

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SeizeTheMoment

SeizeTheMoment

Structural
Sep 16, 2020
25
US
The steel sub fabricated the thru plates wrong and ended up with a 3/4" distance from the edge of the HSS column to the edge of the beam flanges. These are moment connections using thru plates on the HSS col. As a result, they will be unable to CJP weld this 3/4" distance. Is there a code req somewhere, or any reference, that tells us how much weld length is needed for CJP? I guess if it's a PJP or fillet weld we can find the strength and length to see if it'll transfer the loads, but CJP assumes that it will fully transfer all the loads (but what length is required? and what happens if that full length is not available)?

Thank you all

Screenshot_2023-01-24_173155_k5onwi.jpg


Don't bend to the stress, seize the moment!
 
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After looking at Table J2.5, I believe it will be governed by the length of the base metal(i.e. thruplates and flanges) and their own respective capacities.

Don't bend to the stress, seize the moment!
 
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Ya your CJP weld material replaces the beam flange material 1:1 but if your trying to develop the full flange strength then you need the full flange width. Im curious how a shear tab and a CJP weld works as a moment connection. The flexibility of the HSS wall at the CJP would contribute to rotation. AISC Design guide 24 suggests that this connection is capable of developing the moment capacity of HSS column but seldom the WF beam.
 
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Even if welding to a cap plate on the HSS... you cannot do a CJP weld at that location. The purpose of a CJP weld is to enable the adjacent member to accept the strength of the member being attached.

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