Simplification of a 1-bay frame (Hand calculation)
Simplification of a 1-bay frame (Hand calculation)
(OP)
Hello Everybody,
I have a general question. I need to do a simple calculation.
I just wonder if can simplify a 1-bay 1 -story frame (indeterminate) into a member ("L" type) with the loads divided by 2. Please, see attached sketch.
I have a general question. I need to do a simple calculation.
I just wonder if can simplify a 1-bay 1 -story frame (indeterminate) into a member ("L" type) with the loads divided by 2. Please, see attached sketch.






RE: Simplification of a 1-bay frame (Hand calculation)
If you had only Fy and/or Fz, you could calculate the half, but with a guide (zero rotation) at the cut.
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RE: Simplification of a 1-bay frame (Hand calculation)
You can even get some cracks if you don't do so because to take the cantilever deformation at the bottom center (if unreinforced) a crack may happen etc. Analysis exists due to something.
RE: Simplification of a 1-bay frame (Hand calculation)
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.
RE: Simplification of a 1-bay frame (Hand calculation)
If you built your structure hinged at the point of load application then you might be able to analyze it this way for some of your load directions and assuming it's fully symmetrical.
If you really want to break it in half you'll have to come back afterward and use the stiffness of each half to check what moment needs to exist at midspan to pull the rotations of the beams back together so that they satisfy compatibility.
RE: Simplification of a 1-bay frame (Hand calculation)
Consider each of the "L"s when the top deflects to the left; one "L" wants to move up at the separation point, and the other wants to move down. They have to end up in the same place for a real solution.
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Simplification of a 1-bay frame (Hand calculation)
Dik
RE: Simplification of a 1-bay frame (Hand calculation)
Dik
RE: Simplification of a 1-bay frame (Hand calculation)
What does bother me is that there is no sidesway, the example has a reaction at the right end of the rightmost beam so it is not a problem there. This would really worry me in a multi-story bldg.
I think I'll play with this when I get a chance. I'll be using full MD but run it on a spreadsheet, once it is blocked out it is very fast.
I wonder how they attack lateral load cases, I used to put hinges in the columns, halfway between the floors, to get a quick and dirty estimates.
Michael.
Timing has a lot to do with the outcome of a rain dance.