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Recent content by logannqueencity

  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

    Thank you for your help agent
  3. logannqueencity

    Doubler plate design

    Ok, so if I choose to use a fillet weld, how can I be sure the doubler plate will act as a part of the web and not just buckle independently. In other words, do I need to connect the doubler to the web with bolts so they will act as a single member?
  4. 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...
  5. logannqueencity

    HSS Beam - End Plate Connection

    Awesome, many thanks!
  6. logannqueencity

    HSS Beam - End Plate Connection

    I have gained most of my connection design knowledge by following through examples in the AISC design guides, such as design guide 29 for vertical bracing connections. Would you be able to recommend a reference or similar guide for HSS connections?
  7. 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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