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Would someone mind taking a look at the detail below and doing a sanity check?

That picture is a little misleading-I should have said, the holes are not circular, more rectangular, the holes run lengthwise (24ft span direction). I found a post on here where someone mentions mild steel reinforced planks encountered on a roof deck, which if so would I guess explain the...

The planks are 4ft wide x 24 ft long and the exposed steel runs in the 4ft direction. I think I have seen this one other time but I can't for the life of me remember which project. Its definitely odd but there's got to be some strands in the 24ft direction or it wouldn't still be standing.

These panels are from the 70s. It almost looks like CMUs where its been pressed?

When I first looked at it, I thought they were strands too. And maybe they are but they would only be 4ft long strands as thats the length of the panel in that direction. I've never heard/seen of anything like that? And then the spacing is so tight, that would be something like 50 to 60 strands...

Thats what I thought. Did you see the picture? What am I looking at? Have to design some repairs to this deck.

Dumb question but do hollow core planks normally have stirrups in them? I can't seem to find any info on it. https://files.engineering.com/getfile.aspx?folder=3d5bf527-45ac-4c52-9d03-392189170850&file=20240710_155259.jpg

I usually am designing the shell building and not part of the upfit after the shell is complete. But for this particular project, the upfit had a partial mezzanine (which has since been VE'd). What do you guys do at the edge of the adjacent tenant space? Slab is just a typical 4" slab. Do you...

You are correct-at the first bottom panel point. Thanks for the input. I am in the same camp. Intuitively is seems fine but just wanted a second opinion. I'll probably end up at least modeling half of it to see the behavior change.

I have a residential project where the elevated back patio (~5 ft) is supported by steel bar joists and decking. Due to some waterproofing issues, the ends of the joist (bearing seat on one side) are severely rusted. The span of the joists is 13.5' and max reaction loads would be ~1000 pounds...

It just keeps getting better. Because they dug so deep what was a small hole turned into a 3'x3' hole.... I think they are just going to have to dig out wider in the hole locations at each column and lap the mesh per standard type details. Basically rebuild the wall in those locations. Don't...

Not sure how big the cut is. Hopefully its just a 12x12 and nothing bigger. I'm gonna guess its right at the wall. Maybe a foot or so back. I'll take some measurements on Friday. I believe its a fairly new wall but since its 4 ft (our code doesn't require an engineered wall 4ft and less) to 6...

So I spoke with the contractor and apparently they have already cut through the geogrid all the way to the bottom of the wall and sounds like the county won't pass it without a stamp on it. Going to look at it on Friday. Always nice when they pull the engineer in on the back end. Frost depth...

Its a segmental wall ranging from 4' to 6'. There are a couple layers of geogrid in it. Contractor wants to put a couple of 6x6 deck posts with probably a 12x12 concrete footing in the reinforced zone. Any tips on how to accomplish this? First thought was to go down to the base height of the...

I used to do a lot of work in the non-linear region. As said you would be talking about the tangent modulus using ultimate stress/strain. This would be what material models define as a bi-linear curve that you see in FEA a lot. The interesting part of non-linear analysis is that beyond yield...

I'm going with a triple 24 lvl ridge over the open portion in the middle with the balcony and use dimensional lumber for the floor system to tie the rafter tails to at the left and right portions of the plan. Should work fine I think unless I am missing something. This is the upper story...

Looks like it would be a fairly large glulam. Not the end of the world I guess but its about a 50 kip-ft moment using 35psf

Already tried to go the truss route. I can possibly do a structural ridge but its about a 30ft. span in the shortest configuration. It would have to be pretty stout as much deflection in it will make the thrust show back up.

see if this comes out

In fact one side is a 2x8 wall though it has a large punched door opening through it at the floor below. The other side does have a bump out which is slightly larger/wider than the width of the dormer so I am having to pick up the A-frame dormer loads with a large beam to get it into the bump...