Steel H column connection to mid-span of steel I beam

[juno11]

Hi

I am looking for design examples of connections between the base of a steel column to the mid-span of a steel I beam. Effectively the beam is acting as a transfer beam. The column will transfer nominal axial compression and nominal bending moments into the beam.

Many thanks for you assistance.

 

[juno11]

Is anyone able to help with this? What would be the best way to design a connection like this? If more information is required please let me know.

J

 

[juno11]

I think a previous forum poster has raised the same query.

http://www.eng-tips.com/viewthread.cfm?qid=315623

Is there any software that could analyse the local effects of a combined load case?

 

[KootK]

It would be great if you could provide us with some additional information to work from, preferably in the form of a sketch.

a) What are the beam and column sizes / designations?

b) Is the column web aligned with the beam web (ideal) or perpendicular to it?

c) Is switching thee orientation of the column web an option for you?

d) How much column compression load is being delivered to the beam? "Transfer beam" and "nominal compression" would seem to be in-congruent. Or, by nominal compression, do you mean the axial load in the beam rather than that delivered from the column?

I am looking for some specific examples of the column beam interface at beam mid span. Do you have any specific examples of this?

By specific examples, do you mean numerically solved examples? I can't think of any off of the top of my head. However, if you're interested in discussing the detailing and the particular checks that would need to be evaluated, I can certainly help with that. We discussed a similar situation in this thread for starters.

As far as finding a numerical example of your condition, you might consider investigating the condition of a continuous beam running over top of a supporting column (sketch below from roby's stuff). It's a very similar case, just upside down.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[KootK]

RAM and RISA both have very strong connection design capabilities. It's really just a high stakes case of a concentrated load delivered to the flange. There are straight forward provisions for this in the AISC manual and in Blodgett's text (roby's post). It's pretty easily handled via hand calcs and/or simple spreadsheets.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[dik]

KootK... plus a web stiffener...

Dik

 

[KootK]

KootK... plus a web stiffener...

Often but not always.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[dik]

I nearly always use stiffeners... cheap reinforcing to maintain the section for redistribution of moments in the event of an overload.

Dik

 

[KootK]

Same for me dik.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.