Hi,
Regarding the column cap connection, would you please help me with the following?
- Why I can't input shear (say axial for beam) loading? Wouldn't this affect the bolt design?
- About the bolts, I couldn't find where they are designed in the report. Can you confirm bolts are designed/checked properly?
- Why I cannot extend the beam stiffeners up to the top flange?
Tks
Hello Rodrigo.
-Those are the loads the connection checks for.
-As the bolts are being designed for moment and axial of the column,: Resulting tension capacity due prying action, for the cap plate and the beam checks are performed.
-The stiffeners are not being designed yet. Now if they are present in the connection two checks are not done as it assumes that they can be ignored when adding them. (Checks: Web Crippling and Web Buckling). There is an enhancement request to design the stiffeners (HT 576572)
Thanks for your reply!
Sorry to insist about the bolts, but it's a bit unclear to me. I still believe the shear loadings acting on the bolts (in this case, the axial loadings acting on the beam) should be included in the design.
Say we turn this connection up-side-down and think about it as base plate: we'd include the shear in the design, especially for the bolts. We'd have to check combined tension (resulting from moment and potential uplift of the column) and shear.
Shear would also be relevant to check the cap plate weld to the column.
Please feel free to correct me if I missed anything!
I have logged a enhancement request. 678324 for the connection to design for shear in the bolts.
Thanks!!