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I agree that this is a concern. I am going to require that bolted alignment plates be provided at splices that can also be used as backing for the welds. However, I am not sure how to define and measure this in the field. How would you approach this? Obviously, they will need to meet all AISC...

Not sure what industry you are in, but in the commercial world, the GC picks the fabricator, not the engineer. I could dig in my heels and say no splice just because I'd said so, but they are offering to do the full-pen welded field splices that should work.

I have some ~65' long x 6' deep heavy transfer trusses using wide-flange members. The trusses support building columns which have the load of multiple building stories. The truss diaogonal and vertical member connections are all full-pen moment connections (for stiffness and achieving the most...

I think most masons would tell you openings 24 inches or less don't need loose lintels, if they aren't immediately adjacent to control joints. I've seen where the arch action of brick can be significant factor.

We don't show the openings, but architects always expect us to provide a loose lintel schedule for anchored brick veneer. The whole loose lintel concept is pretty shaky from a engineering perspective. I get uncomfortable as the vertical leg of the angle moves further away from the brick veneer.

Have y'all come up with any good rules of thumb for the wall maximum opening width in anchored brick veneer before a loose lintel is required? They are commonly provided for door widths as narrow as 32 inches. However, it can be questionable for things like small mechanical louvers (say 16"...

KootK - I’ve seen the pan joist system used a few times in my area over the past couple decades. I haven’t really studied the economy of it.

milkshakelake - That is all great information. Thanks!

milkshakelake - What slab thickness range do you typically end up using for conventional flat plate with those span? And what type of software do you use for analysis? I’m in the south US and there seems to be a good variety of systems. We’ll definitely be engaging the contractor, but wanted...

I'm working on a new school project. Normally, the structure on a building like this would be primarily structural steel, maybe with tilt-up concrete exterior walls. However, with the way that steel prices have surged in recent years, the contractor is pushing for an entire cast-in-place...

Agreed. It was only around for a few years, but it was great. We've had to resort to developing our own in-house spreadsheet since then, which was a pain-staking task, but maybe for the better in the long run.

This is good to know. I understand there is always something that cannot reveal itself until certain conditions are met years later, but it seems like the vast majority of issues would occur pretty quickly.

How long after a 4 or 5 story wood building is occupied where you can say any problems associated with wood shrinkage would have presented themselves? I am thinking about a year after occupying should be plenty of time, but wondering if the risk is still there beyond that.

It seems to me that the arch truss would have a significant ability to span on its own as a normal truss (i.e compression in the top chord and tension in the bottom chord), if it needed to once the tension tie is removed. Although, I'm guessing it wasn't designed that way. I assume the arch...

I'm working on a multi-story steel-framed building and vibrations are of significant concern. I am using AISC Design Guide 11 (2nd Edition) and FloorVibe. In addition to the typical acceleration limit criteria for occupant comfort (Chapter 4), a generic velocity limit criteria for sensitive...

This one too, but you may be right. How would you get grout in that cell? Knockout holes in the sides I assume?

This image makes me think it is placed in the mortar joint between cells.

I have a project with a lot of CMU walls where connections will be made to the underside of concrete construction and vertical movement in the connection is desired. For various reasons, the connection needs to be entirely made on the top surface of the CMU wall, not the sides (e.g. sandwiching...

Thanks for that screenshot! That is way more stringent than I would have imagined. Basically, if Vs is high enough, you could have a situation where, for example, an 18" wide x 30" deep beam needs an interior tie. That seems a little ridiculous. At what point would you start worrying about this?

At what point does a concrete beam get so wide that just having the traditional stirrups/ties with single vertical legs on the sides is not fully effective? I've seen where it is recommended to provide additional stirrup legs on the interior of wide beams, but haven't seen any specific...