Challenges with Interpreting Code Requirements for Welded Steel Connections (U.S. Projects)

[MechcivEC]

Hello everyone,

We’re MechCiv Engineering Consultant LLC, a U.S.-based detailing firm working primarily with structural steel projects across the country. We've recently encountered some ambiguity regarding the interpretation of AWS D1.1 weld requirements versus AISC code provisions, especially in moment connections and field-welded assemblies.

We're curious how others in the industry are approaching the following

When detailing for U.S. projects, do you typically defer to the engineer’s general notes or prioritize AISC guidelines if there's a conflict?

How are you documenting or flagging compliance issues in your shop/erection drawings for GC review?

Any best practices for ensuring code compliance across jurisdictions with varying local amendments?

We’re aiming to ensure both code adherence and constructability while reducing RFIs during fabrication. Any insights, checklists, or real-world examples would be greatly appreciated.

Thanks in advance,

– MechCiv Engineering Consultant LLC
mechcivec.com