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Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

(OP)
I am designing a 4-Bolt Column/Beam End-Plate Moment Connection with RISACon v4.0.2

My column flange isn't thick enough compared to bolt moment strength capacity, so there will be bolt prying.
Therefore, I'm adding transverse stiffeners to increase column flange resistance.
However, I'm getting an ERROR result under Prying Force computation.
This result comes out whenever either or both of the end plate and column flange have lower capacity compared to the bolt.

Is this a known error? I looked into RISACon Release Notes and found something in version 5.0 stating,
"Changed / Clarified the wording in the bolt prying check to eliminate confusion."

Appreciate your inputs.

Thanks,
jcap

RE: Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

Jcap -

Based on your description, it's difficult for me to tell if what you're experiencing is what is called out in that release note. But, I can at least explain that release note further.

There Bolt Prying check (regardless of version) is not really a pass / fail check. It is really a check to see which method is going to be used for the design calculations. But, we were showing a Pass / Fail result in the the Bolt Prying check. This was changed so that it now says "Prying" or "No Prying".

Note:
I believe there are still times when it will report a "fail". But, that should only be for connections where there are no published bolt prying formulas that we can use.

RE: Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

(OP)
JoshPlum,

Thank you for that info.

Yes, under Bolt Prying Check, either PASS/FAIL for end plate and column flange thk is still shown. I understand this was just to check for thin/thick plate behavior. So, this was the one being mentioned in the release note.

I was trying to achieve a NO-PRYING action for this connection, thus, thicker end plate, column with transverse stiffeners and "smaller" diameter bolts. As mentioned in my previous post, there's always an ERROR message coming out under Maximum Prying Force computation whenever thin plate behavior is determined, either due to column flange or end plate.
EDIT: One needs to save and re-open the file to see the ERROR result.

My column flange will be "exhibiting" a thin plate behavior, at least according to AISC DG-04 3.36. If I may ask, doesn't the transverse stiffener already prevent this and there will be no need to check for thin/thick plate behavior of the column flange if transverse stiffeners are present?

Appreciate your inputs.

Thanks,
jcap

RE: Prying Force Calculation Error in Column/Beam End-Plate Moment Connection

Transverse stiffeners will not necessarily prevent prying from controlling. The available strength for column flange bending will go up making it less likely that thin plate behavior will control. But, it is still possible.

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