Limit state checks for a steel Channel shear connection design attached to a Wide Flange Beam/Girder

[oengineer]

I am working on verify a shear channel connection that is being attached to a steel girder Wide Flange beam (see image below). The members called out as 25 & 26 are angle connections used to connect the steel channel to the wide flange beam/girder.

The goal is to have the channel connection attached to the girder beam via bolts. High strength bolts are to be used.

Section J4 in the AISC Manual talks about limit states to be considered for connecting elements.

Is anyone aware of any technical documents that provide a design example of this type of connection design? I am not aware of any textbook and/or AISC design guide that addresses a steel channel shear connection design.

Suggestions/comments are appreciated.

 

[strucbells]

Limit states for the connection are the same as for a WF/WF connection design.

 

[oengineer]

Limit states for the connection are the same as for a WF/WF connection design.

Would there be any special considerations to take account of due to the coping of the channel section? Is there a technical document that would show how to account for the channel coping in the connection?

The coping of the channel is my primary concern for this connection.

 

[dik]

I'll try to dig it up, but there's a manner of adjusting for reduced moment and shear with coped connections for both W and C sections.

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

-Dik

 

[r13]

Dik got it. I suggest to get a copy of this article from AISC (free for member download). Link

 

[KootK]

The coping of the channel is my primary concern for this connection.

Like strucbells said, I don't see this being appreciably different for a channel that it is for a wide flange. This article ought to point you in the right direction: Link

 

[r13]

The two links lead to the article written by the same person, the latter is absolutely free though