Bearing Angle Bolted into Concrete Connection Design

[amaidj]

Hi, i have a Precast stairs which is connected to a landing through Bearing Angle, now i need to make this connection fix so it will be able to take the moment at support for the worst case which is, if my other ends fails and my stair is Cantilever, now what i am looking for is, what should be the bolt tension and shear capacity that i suppose to be considering?? and also if anyone has done such calculation before, could you share it with me? as due to the fact that its cantilever therefore that moment at support is around 50kN-m which is quite big for such connections so i just wanted to be sure about what am doing,

Please suggest how to calculate tension and shear capacities.
Thanks alot in advance.

Cheers
attache is the section and plan view attached for referecne.

 

[KootK]

I very much doubt that this connection could support the stair as a cantilever (nor could the slab edge. If that's truly a requirement, an edge beam with a beefier connection will probably be the way to go.

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.

 

[amaidj]

Thank for your reply, i am very much open to debate as well, but as my post state, i need to design and prove it by showing the calculations, which is why i asked for the method to share so i can run my number and show the result, having said that i do agree with you, if this could have worked then it would have been so easy but i do understand that this connection is not that simple as it looks like, but again we need to run number and talk with the results dont we??
so if you have any calcs referecen u like to share, i will appreciate it alot.
Thanks alot.

Best Regards,

 

[KootK]

Alright then. Assume that the bolts forma couple with a compression block at the left edge of the slab and start running numbers based on that.

Actually, start by investigating flexure on the horizontal angle leg. That will likely fail at any reasonable leg thickness and then you can move on to other concepts.

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.

 

[amaidj]

now to run the number i requested to share some reference calcs if you have any. thanks alot.

Regards

 

[KootK]

I doubt that you'll find a reference calc as this is a rather unique condition. I can help you work through it if you're willing but I definitely do not have a canned solution available to share with you. Step 1: look at flexure in the angle leg.

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.

 

[Ingenuity]

now i need to make this connection fix so it will be able to take the moment at support for the worst case which is, if my other ends fails and my stair is Cantilever

Why do you need to consider the case of "other end fails"?

Is the 'other-end' a bearing-seat that can be horizontally displaced due to seismic or other lateral loading?