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Lost you say? Let's get you back to your room Gramps. [heart]

You mean to tell me a 3/8" stiffener at every single beam reaction is unnecessary? :ROFLMAO:

Where I practice it is common for contractors to require sealed shop drawings for steel studs, interior or not. Just trying to math out the "typical" details/framing that is done for these walls, instead of just "that's how we do it". @dold , you make a good point.

Is there a rule of thumb width or height above the door that this sheetrock webbed beam works for?

Do you know of a design example that goes through this thoroughly?

I know I'm a bit late, but the picture of the joist on page 1 of the supplemet document looks an awful lot like your condition. I've uploaded all I have for Anthes joists.

Hey all, A detail I have seen quite often for non-structural steel stud framing is to have a single inverted track run across the opening as the header. However, these tracks have an insanely low Iy (weak axis) so I'm curious how it's justified to carry the gravity load from the wall above...

I'm just trying to calculate web compressive strength of Canam Joists. I have a paper from them with most properties except for warping and torsion. I don't think these failure modes would govern a joist anyways considering the ends are sandwiched between the top chords, but best to check

Please don't double post. The 9.5 is the depth, the "Z" is the shape. The 12 is gauge of steel used. Not sure on the rest though.

Does anyone have readily available equations for warping and torsional constants for a U-Shape? Would I be okay to use the C-Shape equations? I'm analyzing cold formed U-members for a joist web, and the supplier does not provide these values but I need them to find Feyz as specified in S16...

It also depends on what is used to form the pour area. Whether its plywood formed or just excavated.

Me aswell. If it isn't a protected file I'd be interested in going thru and converting to CSA standards for Canadian code use.

Angle is flipped so that the block bears on the horizontal leg, and the block grout is removed to slot the angle into the wall at each end, 8-16" of bearing typically.

If I am anchored to the block I am supporting along its length then I am torsionally restrained no? Also after further inspection it's not a bearing wall, just supports some infill block.

Angle will only be on one face.

CA = CAN, should really be clarified site-wide. I took a look at AISC 360 and it seems my Mr should be phi*Mn = 1.5*My with the Fy reduced in accordance with slenderness/local leg buckling.

Hey all, For a typical loose lintel angle being used to support a new opening in masonry, what do you typically take as the moment resistance? I've done some sanity checks in RISA and they appear to take it about the principal axis, and proportion the moment into both the local axis's to then...

I'm curious as why Bailey provides load tables for axially loaded studs and specifies the capacities are applicable to walls braced at 4' on center, but doesn't say anything about restraining the bridging at the ends.

I don't think you can use 11/26 as your reduction factor. Since you're reducing by the ratio of provided As to required As, then isn't Asreq found by back calculating As from setting Tr = Tf? I'm not familiar with ACI, but I'm assuming that there is a phi factor in Tr = phi*AsSteel*Fy? So your...

Scorched earth, I like it.