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Why aren't there beams under all sides of the units at a minimum?

@struct_eeyore - Interesting, thanks for the response, was trying to wrap my head around why you would need to know it and this makes sense.

@struct_eeyore, out of curiosity, why would it matter if it had been engineered originally?

Not aware of a software that has circular concrete shapes built in, however about 10 years ago I built a spreadsheet doing this, wasn't that difficult figuring out the formulas for a circular shape instead of a square shape. Unfortunately, I cannot share the file as it was developed for a...

I agree with KootK here and want to add: I disagree with your idea of keeping the loading off the joists, if the angles are attached to the joists, the joists will see the loading. Additionally, look at the components, you will be relying on the steel joist for tension loading in the top chord...

@Martino8 What exactly are you trying to do here? Retrofit an existing PEMB or design a new PEMB without going through a supplier? If you are trying to retrofit an existing PEMB, depending on what you are doing, you will need to as-built the structure and most likely heavily reinforce areas of...

I too have always questioned that in the IRC. This is why I just provide engineered designs instead of IRC for most residential projects, granted most we do require IBC anyways. I suspect that what really happens is the gyp finishes does more work than the let-in bracing.

I think what is missing here is the connection of the wall to truss. Typically you have standard out of plane attachment, I would expect each truss to have toe nails or a clip for attaching the truss to the double top plate. The other item to consider in your case is the drag component, I would...

I think what XR250 is referring too here is the largest gap is 4" per code. As for loading, there is no study that I'm aware of that reduces wind for this, I would use the parapet loading. The only thing I could even think of, which doesn't apply here, is in the commentary there is something...

Not sure I follow what you are implying here, care to explain a bit?

I use the basic combinations and use 0.6D for uplift combinations. As HDStructural said 2/3 is for alternative load combinations, and it can be beneficial to use those in some cases.

Yes - While you could design the concrete to transfer the force to the hairpins, simply extending the anchors down to the hairpin won't do it. Your method of force transfer here is applying a shear load to the top of the concrete, which requires checking for concrete breakout. This typically...

Sounds like your idea with the addition of bond beam reinforcing and extending new anchors to 8" bond beam may be the only real option here.

I agree with bones206. I haven't seen, nor designed one as shown above to date and typically avoid this at all costs due to concrete breakout calculations for the thrust loading.

Grout would offset the foundation potentially affecting anchors (size and grade by the PEMB typically, embed by foundation designer) due to eccentricity, resulting in a field tolerance that isn't necessarily in their control. This would probably result in spending a few pennies more and PEMB's...

Do they have bond beam reinforcing in the 6" block? Maybe they could extend anchors into the 8" block with post installed option and install a new horizontal bond beam there when adding the verticals. If there is bond beam reinforcing, maybe you could use two bars, one epoxied up into the 6"...

We use Wrike and BQECore. We looked into Ajera (I used a lot at a previous firm), which does most of what you want and can get very complex, but the upfront cost was excessive at the time for us, if I recall we were quoted something like 10k to 15k for 3 people (min purchase of 5 user license) 5...

At this point, this is all speculation, unless the OP provides more information we are all just offering opinions on what we believe the real situation is. I believe overall this is a contract question, how was it written, who is the EOR and was the other guy a 1099, maybe the OP will someday...

I would typically just double the capacity of a single member and call it a day, however I wouldn't be surprised if Perp bearing actually controls assuming this is bearing on a plate.

Typically every ledger has an H clip at the top attaching to each stud and is therefore in torsion between the attachments. The H clip serves two purposes, direct transfer back to the stud for what you show, which is rarely considered from what I have seen, and for out of plane attachment to...