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HSS and Punching Shear Rupture Limit-State

HSS and Punching Shear Rupture Limit-State

HSS and Punching Shear Rupture Limit-State

(OP)
I'm trying to avoid a through-plate connection to my HSS column.

The HSS6x6x1/4 column passes the slender element test on AISC 10-158. Is there a recommended safety factor for passing this test, or is passing simply good enough? 20/35.1=0.57. Good enough?

Now, how do i test for inadequate punching shear rupture limit-state?

Does magnitude of reaction not matter?

I have W8x21 (B1) by-passing the HSS6x6 column. The beam will bear on a flat plate seat supported by a gusset. With a 7.7K reaction i intended to have the gusset be a through-plate. Is this not necessary? How do i test for punching shear rupture limit-state?

I have another Beam B2 connecting to the same column with the same top of steel elevation as B1. B2 reaction is only 3K. Therefore, i would like to single-plate shear tab B2 to the side of the column.

Can i single-plate shear both of these and avoid the through-plate?

How do i test?

Thank you!

RE: HSS and Punching Shear Rupture Limit-State

Hello BSVBD,

See link below to CIDECT publications. You will find more information on HSS connections than you'll ever want to read - it will answer your question. I believe you need to register with them first (its free) and then you get full access. Tons of great info there.

http://www.cidect.org/en/Publications/

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