Continuous Steel Beam - Stability Bracing
Continuous Steel Beam - Stability Bracing
(OP)
Is there a way out of not having to provide stability bracing at inflection points when designing continuous beam? The AISC specification is not clear in this regard. Your input is greatly appreciated. Thanks in advance.






RE: Continuous Steel Beam - Stability Bracing
RE: Continuous Steel Beam - Stability Bracing
RE: Continuous Steel Beam - Stability Bracing
RE: Continuous Steel Beam - Stability Bracing
BA
RE: Continuous Steel Beam - Stability Bracing
I think the code mandates that both the top and bottom flange of the beam be braced at the location nearest to the inflection point and not just the compression flange.
I don't disagree that it is a good detail to brace the top and bottom "at" the inflection point, but again the inflection point is a moving target depending on the loads.
RE: Continuous Steel Beam - Stability Bracing
You beat me to it. I was commenting on ash060's interpretation.
RE: Continuous Steel Beam - Stability Bracing
RE: Continuous Steel Beam - Stability Bracing
This is where some of the forum members part company with me. I know because we have discussed it before.
Load two adjacent interior spans to cause maximum distance to each inflection point (live load on each adjacent span and alternate spans beyond). Say the inflection point is 'a' from the support on one side and 'b' from the support on the other side. Design the beam using a moment equal to the peak moment at the support and an unbraced length of (a + b). Repeat for each of the other interior supports.
BA
RE: Continuous Steel Beam - Stability Bracing
RE: Continuous Steel Beam - Stability Bracing
Michael.
Timing has a lot to do with the outcome of a rain dance.