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Old 02-11-2009, 08:11 AM   #16
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Cutting a beam flange


kc,
I have, I could go with 3 9.25" lvls, but I do want to conceal the beam, even though only a few inches would show. If I'm going through the trouble of cutting the joists I want to hide it completely, if I can do it right. I'd need 4 7.25" lvls. Priced out, the W beam is a little cheaper, and stronger. And it was easier, when I thought I didn't need hangers.

Aggie,
Waste was why I was thinking of angles over a WT, unless whoever cut it could use the other half. And it was only a few pounds of steel off the flanges. I geuss that's my question, 'why is it not done that way?' Cutting a slot in the joist and sliding in a WT or angles seems like a lot more work (and uses less materials) than cutting the ends off and using hangers. Big angles, yes, just to check I plugged one side of the tributary into Strucalc, it showed 6x6x3/8 would hold, which would make for some heavy duty drilling to bolt them together. A WT would probably be more efficient. Why are they not used more for this type of application?

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Old 02-13-2009, 01:09 PM   #17
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Cutting a beam flange


I personally use WT's all the time to reinforce I beams and bar joists. We weld them to the underside of the bottom flange (T inverted, obviously). But I never use them as a beam in of itself. A WT will buckle much easier than a regular I beam.

But I think the point is being missed. The joists on either side of the beam have to be affixed to the beam. They can't just be set on a lip of the web or on the horizontal leg of an angle. The loads involved aren't just vertical shear loads. The ends of the joists are also imparting moment, and the attachment keeps the structure from simply pancaking.
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Old 02-13-2009, 03:24 PM   #18
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Cutting a beam flange


True. And that would be accentuated with my plan, since the joists would sit 1.5" out from the center of the beam. I think the roation would be countered since the top flange would be in contact with the joists, and by strapping under and over from joist to joist. It would be even less pronounced using a WT where the joist ends could but up against the web, supporting it top and bottom. It will make good bar talk with some of my friends in the trade, or better yet with a structural engineer, if I can find one willing to bs over a beer.

Thanks for your responses.

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