All-Bolted Single-Angle Shear Connectors, Block Shear Rupture Check Required??? 4

[Struct_Dre]

Hello Everyone!

I am designing an "All-Bolted Single-Angle Shear Connection" for the first time and I have no clue if I need to check for block shear rupture.

Background:
I am designing a connection for an aluminum simply supported channel beam using a single aluminum angle with stainless steel bolts for my shear connection.

The only load on the beam is the UDL across the top.

I can't tell how the angle would be susceptible to block shear rupture. Every example I've seen, there has been a tension member. But I don't have any tension members in my connection, right?

Someone please help me to understand. I have been trying to figure this out forever and my project is due on Thursday.

Any help is appreciated!!

 

[KootK]

Yes, I believe that block shear on the angles is one of the design checks that ought to be considered.

 

[cliff234]

If the end of your channel is coped, then you will need to check block shear in the web of the channel as well.

 

[Struct_Dre]

@KootK Thanks so much for such a fast and helpful response!!

Quick question: My effective net area for tension would be horizontal and vertical for shear, right?? How does that work where they overlap?

 

[KootK]

How does that work where they overlap?

Can you post a sketch of an example? I'm having difficulty visualizing the scenario that you've described.

 

[Struct_Dre]

@KootK in the picture you posted, Figure 2a shows the white area. It "overlaps" at the corner. Does that mean net areas are calculated differently?

 

[Struct_Dre]

@KootK, nevermind. I had a brain fart lol the net areas are based on the plate left afterward. sorry.

 

[r13]

If you don't have tension, your net area will be just the length of the angle leg minus the sum of diameter of bolt holes.

 

[Struct_Dre]

@cliff234 This may be too much to ask, but can you upload a sketch of what the coped beam would look in block shear rupture? I visualize looking exactly like figure 2a in the picture above. Is that correct?

If no one's noticed, I'm having a really hard time visualizing where the tear will be

 

[Struct_Dre]

By tear, I mean block shear path.

 

[Celt83]

If no one's noticed, I'm having a really hard time visualizing where the tear will be ponder

(going to be that person here) You won't get any better at visualizing it if you don't try and sketch it out for yourself. Take a stab at the sketch and post it here and we can all help you work towards the right direction.

not to complicate things but I've always seen figure 2a from KootK's post with the shear line thru the bolt center line, as it's drawn in their figure you'd potentially get more Anv.

From AISC v15.1 Examples:

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[Struct_Dre]

To clarify my question above, if my connector angle is centered on the web of my channel, would it still look like the picture attached? or would it not tear all the way to the top of the web and instead stop at the plate???

I know this question is very confusing.

 

[Struct_Dre]

@celt83, yes I used the centerline through the bolt holes.

Also, I'm tryng to sketch it but it doesn't make sense. Let me sketch and upload my best shot at it. Brb

 

[Celt83]

grab yourself a copy of the AISC Design Examples: Link

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[Struct_Dre]

Please see the attached sketch. the blue is what I believe will tear away with the connector angle placed in the center of the beam web.

 

[Celt83]

That looks accurate.

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[Struct_Dre]

Yay! Thanks so much @Celt83!! Thanks to everyone on this thread. I was overcomplicating a very simple task.

 

[Celt83]

Dig into those design examples AISC does a great job of giving an example for each spec section as well as a bunch of other typical framing conditions.

My Personal Open Source Structural Applications:

https://github.com/buddyd16/Structural-Engineering

Open Source Structural GitHub Group:

https://github.com/open-struct-engineer

 

[Struct_Dre]

Will do!