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Thanks. That’s what I’m doing. I guess my first option in my head was to fill the flanges with a nailer and I didn’t want the bottom of the hanger below the beam

Ok well I don’t know what else to say to you. Thanks

It doesn’t control. It just seems weird going with a tiny w16 when a typical w10 works. Hence my whole creation of this thread asking others how they typically do this sort of thing. I can think of 3 or 4 ways. Just hoping for some revelation on what is the most common way.

Slender flanges. As in b/t ratio One side in this case and a wall on top

I have 16 inch I joists (framing package by local lumber yard) and I am designing steel beams to carry the loads. They don’t want the joists bearing on top. Trying to figure out the best method. I keep telling myself the beam needs to be as deep as the I joist, but a w16 will be borderline...

Ok I haven’t looked that closely before. Pretty straightforward. If I have a bar with a u shape (2 90 degree turns) do I count that as one or two bars as far as anchor reinforcement? As long as my anchor reinforcement tensile strength exceeds my demand I am good? Of course there are a lot of...

Thank you. I’ll jump back in this morning and take a look.

Also, for shear calculations, what do you consider for h sub a (slab thickness) when you have a pedestal. Although I am sure whatever I end up with to make the tension work, the shear will be a laugher.

I have done many, many anchorage calcs, but they have all been fairly simple on a flat slab, only dealing with edge distances and such. I am designing a pedestal to support large industrial equipment. 70 kip uplift and 8 kip shear. 2 foot tall pedestal to be designed by me (plan dimensions and...

As in having jacks come up on both sides of the truss?

Hey guys Curious how you detail out carrying large (for residential sake) point loads from roofs or lvls above when your floors are trussed. Adding a squash block is pretty simple and they will just block it out, but when you are relying on a 6x6 or PSL to carry the vertical load you’re just...

I will add none of the ceilings are vaulted. Now I am second guessing my whole valley approach. Would it be better to simply overfill?

Doing an addition. Existing house has roof trusses. I completed the design while my mind was in stick build mode. There are a couple valleys that I designed as LVLs from the new portion of the house that will break through existing trusses. Is there a standard connection you guys use? I...

At what point do you say it’s a nailer (ridge board) regardless of rafter ties? A frame homes the rafters are a serious design consideration for wind load but you can’t tell me there’s much vertical load on the ridge.

Same as me. Ok I feel better

I guess I am saying, with a 3/12, the eye test makes it look more like a beam. On a 14/12, the eye test says they are columns and just bracing each other at the top. I always just take half the total downward dead and live load and apply it to the length of the beam as a plf. I can see how this...

Silly question but do you guys take into account pitch when designing a ridge beam (no rafter ties or collar ties). I typically just look at it as a beam with tributary area halfway between rudge and bearing walls. Am I killing my customers when I have a higher pitched roof or just being...

Have a client wanting a cold formed steel stage in a commercial building. No wood for fire protection reasons. Anyway, I don't do a ton of work with this stuff. No seismic or wind so very straight forward, but my question is about the detailing. The stage will be semi-circular in plan view. Can...

Pretty sure that will never go anywhere regardless of your friction angle

Ahh thank you!