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  1. logannqueencity

    Web Local Yielding

    Is there a rule or a quick check to tell if web local yielding needs to be checked? In my case I am connecting to a column web with an end plate connection, and the web local yielding strength came out to be ten times the required. In general this rarely seems to control my designs.
  2. logannqueencity

    Doubler plate design

    I have a top-coped strong-axis WF beam connecting to a WF girder which has both shear and axial loading, and I am using an end plate connection. Unfortunately the thick flanges on the girder have caused my beam to have a flexural rupture strength failure. The only option I can think of is to...
  3. logannqueencity

    HSS Beam - End Plate Connection

    I am creating some sample calculations for practice, my current connection is a HSS Beam to a WF column web using an end plate connection. For my loading I am using 10k vertical shear, 5k horizontal, 5k-ft of torsion, and 10k axial. Is this a common loading for an HSS beam, and what conditions...

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