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Showing content with the highest reputation on 06/14/14 in all areas

  1. There are major flaws in your structural system. There is no load path for transferring lateral loads from top to foundation. They way you have modeled it, you are relying on moment connections, which, I think is not practical, and also not applicable for open web joists. Why have you selected open web joist for 15 ft span. You can use hot rolled section You have not modelled bracing required to prevent local buckling of compression flanges of your flexural members. You can ensure buckling restraint by running beams in longer directions of the shed as well; Span between the beams will depend upon required unbraced length. You will also need to put cross bracing in the plane of roof deck, as well in the plane of column grid-lines (in both direction) , at-least in one bay, to improve global stability of the system. You will need to check, among others, if the model is using correct values of unbraced length, moment gradient factor (Cb) and effective length factor. If you want to use open-web joist, then you need to ensure that Etabs knows that it is built up section. I suggest you to select compact section for you flexural members, and ensure that slenderness ratio of elements of column-section are low enough to ensure inelastic behavior. You should be using 2D model.
    2 points
  2. I don't have access to any softwares so I don't know about your framing. But, for Steel Design, don't model 2D unless you are completely familiar with the overall process. Generally, steel columns(I shapes) can be moment connected in the major axis and braced in the minor axis to provide a load path for lateral loads. You should see what you column orientation is. Unlike concrete, for steel design, you have be watch the load path. Engage a senior engineer in your office and get him to review what you are doing.
    1 point
  3. thanks again sir
    1 point
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