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Can the contractor not used the tapered ICF forms that are typically used at top of wall at locations wherever you need a ledger? The concrete steps out, insulation gets thinner, but the overall out/out of the form remains the same. https://logixicf.com/products/taper-top/

The new forum update also set the entire structural engineering discussion forum as "watched". Was great getting a floor of emails before turning that off...

What have you done to my precious old layout. My feeble mind needs a legacy mode.

ahem, pg 13 please.

Building has a main floor parkade with wood perimeter walls.

I'm not sure what you mean by this. How is having a beam supported within the wall assembly via HSS column odd?

I'm not sure I can provide this, however if you describe what additional info you are looking for I can try to describe it. Basically, it's a main floor beam holding OWWJ from either side, and connection occuring in the exterior wall (end of the beam line). Has a shearwall above it (no...

Yea what is a "designated lateral system" heh.

Ding ding ding, the walls above are shearwalls it seems. However, with the whole main floor being steel framed and not a single moment connection is identified, and no X braces are provided in the main floor, I don't really see where the lateral load is actually going... Unless they sized these...

Yes, and if you really want to be cautious I've seen the new beam be designed for the full load, and cut the existing connections so the load transfers directly down to it. Can't really work if there is any axial loading in the joists since it would create quite a bit of overturning on the low...

The crane guide also has instruction for the load being applied at the top rails compared to most equations where the load is taken about the shear center.

If I change the subgrade reaction modulus it does indeed spread the load out further than just transfering the load down at a 45° angle and taking that bearing area. AFAIK SAFE does it as a finite element mesh, that is how I set up he slab.

I've got a 16" thick slab to work with, punching and one way have already been analyzed and are nowhere near close to failure. Existing building is less than 10 years old, and the new geotech report provided gives the same bearing pressure allowances. Old building was also ULS/SLS, and not the...

Going to cross-post this thread over here as it's not necessarily just a SAFE issue but more of a theory issue. thread803-523278 - Please lock the other one if similar threads are not allowed. When designing a raft slab, is it possible to stiffen the slab with additional horizontal reinforcing...

Yes. You'd have to site confirm the chords and depending on if they are some proprietary shape you'll have to do some research on how to analyze them accurately, but you've drawn them as B2B angles so I doubt you have that issue. You'd need to check the webs too as the loading can increase in...

Have you looked into their online tool? I haven't used it myself since its not adapted to LSD/NBCC but it might help you. https://www2.strongtie.com/webapps/strongwallshearwallselector/

Can you elaborate more on where the flexural compression would come from? I mean aside from the connection not being a true "pin", is there another source for it? (Deflected shape inducing compression perhaps?)

Not indicated on the drawings and no design loads were given, nor was instruction on what to design the connections for. RFI's it is.

Interesting, any idea what the horizontal stiffener here is doing then? It's a main floor beam, not loaded axially. From what I'm reading, horizontal stiffeners are used to strengthen against web buckling due to bending compression, but being at the end of the member the bending should be...

I'm referencing CSA S16:14 and I'm seeing that for Cl. 13.4.1.1 if you have a stiffened web you have different requirements. Firstly, is it referring to transverse vertical stiffeners or a horizontal stiffener? I've seen horizontal stiffeners used for web buckling but I have not myself specified...