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K or Buckling Factors for Steel Tapered Members
My interest is to compute the allowable compressive load for steel tapered members. Therefore, I need to compute buckling factors. Typically, for rigid frames a value of 1.5 is used for columns and 1.0 for rafters, unless more accurate values can be substantiated. Does anybody know any good...- ssdpe
- Thread
- Replies: 2
- Forum: Steel and Stainless engineering
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Tributary Width!!
When dealing with a simple span beam subjected to uniform distributed load, one can consider the tributary LENGTH to obtain the reactions at the support to be L/2. However, when continuous beams are used this is not correct. If you refer to the AISC Table for Continuous Beams,(2-312), you...- ssdpe
- Thread
- Replies: 5
- Forum: Structural engineering general discussion
