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Appreciate seeing this thread in general but mostly your "postmortem" analysis breaking down the lessons learned. As a young engineer, I really appreciate your insights and lessons here. There's a reason everyone doesn't share these types of experiences, but that makes it more valuable to...

What would the design look like if you did it by hand ;) In all seriousness, this sounds like a borderline tech support question for Bentley. Have you tried looking in their forums or submitting a ticket? The info you've provided us is impossibly vague, but maybe you'll get lucky and someone...

I saw this notification (reference: https://www.sbcacomponents.com/media/hem-fir-n-design-value-reductions-approved-by-alsc-board-of-review) and was wondering if anyone had any insight into the rationale prompting this. It can't be that big a deal if no issues were flagged for existing...

Best of luck, but I don't think you're going to find anyone here who's looking to give you technical advice. This forum is meant for engineers to bounce around questions and ideas with those within their profession.

This response was an offshoot to a response from here (see below) where it was about how it would react IF tied back through a cavity as a veneer.

Fair, I assumed it would fail but could run some actual numbers if I was looking at a specific situation. I still think it's hard to make work given the relative low stiffness of a 90mm deep section, meaning that it wouldn't take much wind pressure to still induce cracking (I wouldn't...

Great thread, thanks for posting! Agree that it comes down to the loading, and that if this were to fail, we would expect that top course of block plus whatever brick clung to it would get ripped right off. Are all these buildings just not experiencing the design loads (true for many load...

I think notching the webs or face shells is fine, but is a pain for whoever on site drew the short end of the straw. A lot of masons would probably opt to switch to a pier block or open unit to save the hassle, but since it's fully grouted anyways then I don't think the means and methods in this...

Don't forget that the mortar joint is also what eats all your other variations in tolerances. If you jam a bar in there that occupies the idealized thickness, the mason loses one direction in one of the "levers" at their disposal to gauge up their coursing as PhanENG alluded to. Is it the end of...

Is a stretcher not referring to a standard CMU? I think the shape is to make it easier for the masons giant sausage fingers to grip the webs and place the unit beside an already placed block (also with the frogged end). A nice flowable grout should make its way into frogged ends (when partially...

I often find objections to cleanouts from the architect when the masonry is going to be left exposed, which I have some disdain for. If the block is being painted then I don't think it looks that much worse, but I'm also an engineer :) Just bringing it up as a reason why reputable contractors...

Thanks for sharing! (on top of your other contributions here)

I don't think this is really a "thing" anymore, where you should be most worried about verifying that whatever ends up being submitted for approval actually meets the standard and is being used in an application that makes sense for that particular product. Not really addressing your question...

I don't know if it is prescriptively required (sorry for not addressing the "meat" of your question), but depending on the membrane protection, it might not be a bad idea to fill the volume so that water can't collect and sit in there. This comes up more for residential where I think it's one of...

BSVBD, thanks for the reply and for clarifying. Wouldn't want someone extrapolating the wrong idea. All I'm talking about is providing a solid area so that eccentric loading isn't dependent on a single face shell or web, as well as connecting a unit to adjacent units so that I'm not counting on...

I've typically only known the "best practice" bond beams at the tops of walls to be mainly for the grout accompanying the steel, filling all voids, and providing a solid bearing for anything being built in or connected to the top of the wall, but the steel is still important to tie it all...

Were vertical bars extended from the foundation up into the wall with acceptable side clearance to develop them in tension? If so, can re-run your numbers using a modified reduced section to rule out crushing at the base. I would be more worried about minor axis bending if anything