AISI: Flexural Strength for continuous beam near inner support
AISI: Flexural Strength for continuous beam near inner support
(OP)
Hi all,
I am looking at a multi-span light gauge floor joist now. My questions are that:
1, for inner support where negative moment happens, what is the flexural stength Equation in AISI if the compression (Bottom) flange is NOT braced at the inner support?
2, How to design the bracing or bridging within this negative moment region?
Thanks a lot
I am looking at a multi-span light gauge floor joist now. My questions are that:
1, for inner support where negative moment happens, what is the flexural stength Equation in AISI if the compression (Bottom) flange is NOT braced at the inner support?
2, How to design the bracing or bridging within this negative moment region?
Thanks a lot






RE: AISI: Flexural Strength for continuous beam near inner support
RE: AISI: Flexural Strength for continuous beam near inner support
If not, there would be overall structure stability problems.
RE: AISI: Flexural Strength for continuous beam near inner support
I was involved in the fix of a situation where a beam was run over the top of a column and the flange just rolled over under load and the column kicked out a little - the flange to web connection became the pin. Luckily, the structure it was supporting was strong enough to support itself without the support and did not come crashing down. The support was there to limit deflection.
If you "heard" it on the internet, it's guilty until proven innocent. - DCS
http://www.eng-tips.com/supportus.cfm
RE: AISI: Flexural Strength for continuous beam near inner support
I understand that we must brace the bot. flange at the column point. But should we provide some bracing to the joist bot. flange as well, between the inflection point and the column?
If so, how to do the design?
RE: AISI: Flexural Strength for continuous beam near inner support