Code guideline for using FEM

[SuG89]

Hi,
In Eurocode 3 – Design of steel structures – Part 1-5: Plated structural elements; Annex C [informative] – Finite Element Methods of analysis (FEM), very useful guidelines are given for FEM analysis. Does anyone know if the American steel design codes offer something similar?
Thanks,
Su

 

[MrHershey]

Not in the actual language of the code that I'm aware of. I know ACI has a few technical publications that touch on FEM in concrete that could perhaps be considered best practice. I'm not aware of anything by AISC.

 

[SuG89]

Thanks for your response to my question. Do you know the exact name or number of the ACI technical publications that provide information about concrete FEM?

 

[MrHershey]

446.3R-97: Finite Element Analysis of Fracture in Concrete Structures Link
SP-205: Finite Element Analysis of Reinforced Concrete Structures Link
SP-237: Finite Element Analysis of Reinforced Concrete Structures Link

Would note that the last two are collections of papers rather than a consolidated document. If you're looking for something similar to Annex C of EC3, then I'm not sure you'll find it in US codes. Using EC3 annex as a guide is probably a good start though.

The ACI committee for this is 447. Supposedly they're developing a bunch of different documents, but I haven't seen anything come out yet. Committee 447 - Finite Element Analysis of Reinforced Concrete Structures

AISC response to FEA-related question in the past:
Does the AISC Specification define acceptance criteria for steel when using finite-element modeling to assess the stress distribution?

No. Assessment of results employing finite-element modeling techniques is really a matter of engineering judgment. The AISC Specification limit states are based on use of average stresses in most cases; not peak stresses as may result from a finite element analysis. When such is used, engineering judgment is involved as to how this may relate to the Specification parameters, and is beyond the scope of the Specification. Localized stresses in members are assumed to redistribute through inelastic deformation thus justifying the use of average values. Where such localized stresses can be cause for failure, such as at net sections, the Specification accounts for them separately. Please note that AISC typically deals in member strength values that correspond to the entire member cross-section, while finite element programs are likely to give stress values that vary across the member cross-section.

July 2010 Steel Interchange

 

[SuG89]

Thank you very much for your help and detailed response!