Simple Shear Connection Question 1

[onlym112]

Hello,

I am currently designing a simple shear connection where one end of a W200x27 beam is welded to an L152x89x9.5 angle which in turn is bearing on a OWSJ flange. Please see attached photo for reference. I am in the process of figuring out the various limit states that I need to check and was wondering what everyone else would consider. I am an engineer-in-training and am just beginning to learn steel connection design. So far these are the following checks that I think are applicable:

Supported Beam:
- Shear Yielding
- Tensile Yielding
- Interaction of Shear and Tensile

Welds:
- Weld resistance to shear
- Weld resistance to axial

Angle:
- Bending of angle leg due to axial
- Bending of angle leg due to shear

Supporting Joist:
- Bearing
- Bending of flange

Is there something else that I need to consider? If so, is there an example or a design clause you could lead me to?

Thank you,

 

[BAretired]

You are putting 123kN beam reaction on an OWSJ? An OWSJ doesn't have a flange; it has a chord. You have to be careful where you dump that kind of load on an OWSJ. It should be at a panel point, but in any case, it seems like a lot of load for a joist.

What is the reaction at the right end? What is Nf=50kN? Is that the reaction at the right end? Your drawing is not very informative, but you are putting a substantial torsion into the supporting beam, which is best avoided.

Before you start worrying about the strength of welds, etc. you need to come up with an acceptable framing plan and detail. Draw a framing plan showing dimensions, member sizes and loads.

BA

 

[onlym112]

Hello,

The engineer of record designed the beam to be connected to the OWSJ in this way. He also specified that he want all of his connections to be designed for 50% of the members shear capacity (hence 123 kN). The right end of the beam is connected by a shear tab and the left end is bearing on top of a OWSJ.

 

[onlym112]

I have attached a drawing from the EOR for clarity. I have connected the left side of the drawing with a shear tab and I am in the process of ensuring that the connection on the right side of the drawing is sufficient and pose no problems.

 

[BAretired]

Shear tab to beam is okay, but the beam must be coped on top, leaving clearances a bit tight for 2 bolts, but probably still okay.

Split HSS stiffener in the beam under the post is better than plate and cost is negligible. Post load and moment shown on plan are not known.

Connection to OWSJ should engage both angles to avoid eccentric load on OWSJ. Design horizontal leg of angle to span to center of OWSJ. Keep the gap to a minimum.

BA

 

[onlym112]

Thank you very much for your help and feedback!

 

[BAretired]

You're welcome, happy to help!

BA