Moment Capacity of Composite Section 1

[EngMan40]

A separate discussion on different forum led to this post.

Is there a formula to calculate the moment capacity of a composite section consists of a circular concrete section and a W or HP steel section centered in it? Les's say I have 2 ft diameter, 4,000 psi concrete circular section and I centered in it a 50 ksi HP 12X53 section. How do I calculate the moment capacity and what is the expected behavior of such section in elastic going to plastic range. how cracking is expected to propagate in the section. there is little to no axial load and it is mainly bending and shear. Can I replace the HP with series of rebars and do a traditional interaction diagram? concrete section is either 24 inch or 30 inch but steel section can be any AISC section as long as it fits with like 3 inch clear cover.

 

[r13]

This paper maybe helpful. I remember AISC used to have some tables and design examples, but I am not sure it still has it or not. Link

 

[SRCELL]

Version 15 of the AISC design examples has something relatively similar in the composite members section that might give you an idea of how to look at it.

 

[r13]

For design method/consideration/formula, see AISC CH I - Composite Design.

 

[EngMan40]

Thanks for everyone and specially to retired13.

 

[r13]

You are weelcome.