Shear Tabs on HSS columns
Shear Tabs on HSS columns
(OP)
This is driving me a little crazy.
I am looking to design a tab plate off the face of a HSS column that is subjected to an eccentric shear load together with a tension/compression load. I am wondering if chapter K of the AISC manual addresses the instance when you have both eccentric shear and a T/C force? If not, how do you specifically address this issue?
I am looking to design a tab plate off the face of a HSS column that is subjected to an eccentric shear load together with a tension/compression load. I am wondering if chapter K of the AISC manual addresses the instance when you have both eccentric shear and a T/C force? If not, how do you specifically address this issue?






RE: Shear Tabs on HSS columns
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BA
RE: Shear Tabs on HSS columns
http://www.FerrellEngineering.com
RE: Shear Tabs on HSS columns
Good reference. While it came close to answering the question it didn't quite. They used basically the same equation I did (equation K 1-9 of the 13 edition manual) to calculate the capacity of the plate with a load on an angle.
RE: Shear Tabs on HSS columns
RE: Shear Tabs on HSS columns
When testing this type of connection, they found only one limit state for an HSS column. This was a punching shear failure related to end rotation of the beam when a thick shear plate was joined to a thin walled (Class 4) HSS. A simple criterion to ensure that the tension resistance of the tab is less than the shear resistance of the HSS wall (per unit length). This led to the equation given in my earlier post.
Yield line distortion of the HSS wall was never a critical limit state because the end slope of a simply supported beam is limited. However, if the shear is accompanied by axial force, the wall of the HSS must be capable of resisting the axial force. This can be determined using a yield line analysis.
BA
RE: Shear Tabs on HSS columns
http://www.modernsteel.com/steelinterchange_details.php?id=633
http://www.eng-tips.com/viewthread.cfm?qid=267808
http://myweb.msoe.edu/~raebel/Scott%20Thompson%20Thesis%2007-09.pdf
EIT
www.HowToEngineer.com
RE: Shear Tabs on HSS columns
http://www.FerrellEngineering.com
RE: Shear Tabs on HSS columns
It’s no trick to get the answers when you have all the data. The trick is to get the answers when you only have half the data and half that is wrong and you don’t know which half - LORD KELVIN
RE: Shear Tabs on HSS columns
BA
RE: Shear Tabs on HSS columns
RE: Shear Tabs on HSS columns
With significant axial force present in the beam, a double angle or tee connection seems more suitable and probably more economical.
BA
RE: Shear Tabs on HSS columns
RE: Shear Tabs on HSS columns
RE: Shear Tabs on HSS columns
There are cases where the axial load (not transfer force) is a connection force. For example the shear and axial forces in the UFM bracing design.
In either case yield line analysis of the HSS wall is required to determine the adequacy of the column wall for the axial load. If necessary a reinforcement plate can be added to provide adequate capacity. As mentioned above a thru-plate may not be an adequate alternative.
http://www.FerrellEngineering.com
RE: Shear Tabs on HSS columns
BA