Steel Column to Concrete Beam Connection

What have you attempted so far?
What kind of behavior are you looking for?
Why?

I'm trying to assure a right load transfer but I dont know how to start to check the differents elements that are part of the joint

My first step would be to estimate the moment that will be induced at the connection. If the beam is proportioned as you've shown, it could create a fairly significant moment demand for which this connection may be ill suited. It might be advantageous to replace the bolts with deformed bar anchors hooked at the top around transverse anchor bars.

I've just used headed studs... that's what they were designed for.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik

dik said:

I've just used headed studs... that's what they were designed for.

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I thought headed studs are just effective for shear transfer and composite action(majorly)?
OP's connection may require moment transfer too I believe??

That's right MSUK90, this connection needs to transfer moment too.

according to Italian standard :
TAV 3 : vertical force (positive and/or negative)
TAV 4 - TAV 5 - TAV 6 - TAV 7 : vertical force (positive and/or negative) + horizontal force
TACV 8 - TAV 9 : perpendicular force + shear + moment

ENGJP22 - that's what I meant by "what kind of behavior are you looking for?" Without knowing loads applied and what you want this connection to do, it's really hard to offer any constructive advice. Though I agree that the threaded rod should go. It makes for problematic welding unless the welder manages to melt all the threads and make the connection to solid metal underneath. Anything less and you can get stress risers within the weld that lower the capacity.

My question would be, do you need to transfer moment. I understand that you'd like it to, but in my opinion often it's cheaper and easier to just increase the beam strength as required to treat the connection as a pin.

KootK said:

It might be advantageous to replace the bolts with deformed bar anchors hooked at the top around transverse anchor bars.

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Can you show a sketch of what you are suggesting here, eager to know.

I think unless the OP give more details(type of building, span of beam, size of column, loading criteria, seismic category etc), no one can comment accurately.

Not sure what you mean with RIGHT BEHAVIOR .. But i think the question is the correct modelling of connection to get expected behavior..

4 no. threaded steel bars could be correct depending on the span of the beam and height of the HSS column..
Assuming that the sketch is somehow scaled, and the span is moderate , the stiffness of the beam could be 4-5 times of HSS column so, the connection is almost pinned for beam while rigid for HSS column.

I will suggest set up the model with rigid connection and see the moment developing at connection...and most probably you will see a small moment which could be resisted with your proposed connection detail...

I will suggest also to look CROSS METHOD and semi rigid connection concept.It is pity that the use of softwares killing the development of engineering judgement..

Intended or not... I've used headed studs for moment connections, too...

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik