Overstrength Factor Applicable?
Overstrength Factor Applicable?
(OP)
Does the ASCE seismic overstrength factor apply to the tension uplift design for column baseplates?
Mike McCann, PE, SE (WA)
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Overstrength Factor Applicable?
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RE: Overstrength Factor Applicable?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Overstrength Factor Applicable?
Mike McCann, PE, SE (WA)
RE: Overstrength Factor Applicable?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Overstrength Factor Applicable?
RE: Overstrength Factor Applicable?
1) the vertical uplift component of the maximum force demand that governed the brace design at that level plus;
2) the vertical uplift that governed the column tension design.
Anything less strikes me as an inconsistent load path.
I don't remember where it exists -- or even if it still exists -- but I recall a provision for multi-story buildings whereby one did not have to consider the improbable case of every brace at every level going plastic at once. To the extent that may still be the case, I would expect that same logic to apply to the component of anchorage uplift coming in through the column. That could come in handy in a challenged connection design I would think.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Overstrength Factor Applicable?
RE: Overstrength Factor Applicable?
RE: Overstrength Factor Applicable?
And it's a good thing that you did. I have a tendency to speak in terms of general principles and fail to give folks the specifics that they need to move forward.
I honestly don't remember where I picked that up but, yes, I suspect that provision is the current path towards taking advantage of the stochastic unlikeliness of full height yielding. The clip below is from the 2016 steel seismic code commentary. It's not what I was referencing but discusses the concept and makes it clear what the expectations are now.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.