hello i am asking about supporting 1

[Steel Inspector]

hello
i am asking about supporting L shaper column on a circle column. how much of support area is enough? should L shaped column center of gravity match the circle column Center of gravity.
thank you

 

[jimstructures]

There is some problem with your attachment file. Is the file type really a jpg?

Jim

 

[Steel Inspector]

how about this

 

[MIStructE_IRE]

Do a local compression check on the area highlighted below, does it work?

How are you going to get enough rebar thru the joint to satisfy tie requirements alone?

Can’t say I’d be overly happy with this myself. I’d like to see more overlap and plenty of straight vertical bars getting through there. Can you reposition the L more over the circular below?

 

[JLNJ]

This slab or beams at the transition?

Providing for us a section through the joint would help.

 

[rb1957]

that does look UGG-LY !

I'd be concerned about the offset of between the centroid of the two sections (this is where the compressive load acts).

I'd be concerned about the transition.

another day in paradise, or is paradise one day closer ?

 

[Steel Inspector]

there is no slab, just column over column

 

[Steel Inspector]

MIStructE_IRE
Do a local compression check on the area highlighted below, does it work?
can you kindly explain how that is done? i am not a designer.

How are you going to get enough rebar thru the joint to satisfy tie requirements alone?
how much as percentage of steel area should it be?

Can’t say I’d be overly happy with this myself. I’d like to see more overlap and plenty of straight vertical bars getting through there. Can you reposition the L more over the circular below?
its an architectural problem, this is the best architectural position, the more the L column is moved into the circle, the uglier it will be.

 

[Ron247]

Require an engineer to review and certify. If you are inspecting, do not rely on an architect to ok that "menagerie" of a transition. I doubt anyone on this site trusts that detail. By the time you allow for clear cover, there is very little left unless those are really big columns.

 

[MIStructE_IRE]

No slab?! What stops this just kicking laterally at the joint? If you’re not an engineer then you need to engage one to sort this.

 

[Steel Inspector]

there is a slab, but it is at the top side of the L column. actually the L column is part of an ARCH

 

[rb1957]

can you post more of a picture of this ? as we're asking, how is the kick load (due to the offset in the centroids) being dealt with ?
how much transition is the architect "allowing" ?

I assume the column is RC (reinforced concrete, not roman catholic), what is the L made from ? RC too ??
how are the two joined together ? some common re-bar ??

for me (and I don't know much about this type of structure) I'd nest an L inside the L part of the arch (presumably that's the least visible side of the L) and extend this down into the column (as part of the reinforcement).

another day in paradise, or is paradise one day closer ?

 

[1503-44]

Most of that is outside the circular ties too, but don't worry, that concrete will spall off.

Don't do it.

 

[MIStructE_IRE]

Part of an arch?! This gets worse with every post!

 

[1503-44]

We should have some sort of collection forum for worst designs ever.