for more specifics ASCE has a shallow frost protection guide for the requirements for insulation, details, and minimum depths based on where you are located.
You have to hold that building up during construction. This seems to me to need either underpinning, driven sheeting, or a soldier pile and lagging wall. Depending on what is used you may or may not have pressure from that building exerted on your basement wall.
AISC has a design guide for composite steel with concrete over CLT - I haven't used it myself and am unsure if it covers non-composite toppings but it may be a place to look.
there are procedures to sizing snow guards that are fairly prescriptive. Some assume the tributary snow up the roof creating an 45 degree angle exerts the load on the guard.
Most manufacturers have their own method of doing it and in the US it generally a delegated design. You can speak with a...
Is there any way to adjust your transfer slab bounds as they relate to your current low column arrangement? When I think transfer slab I envision support columns fairly consistent around the transition from thick to thin. As noted above there must be pretty sizable moments that need to be...
I'm guessing you do not have original drawings available for this building?
Are you comfortable with the building if you add a story on? I would imagine the new floor would still be built to current codes. I think what is described seems somewhat reasonable, but you are taking full liability...
something to consider may be a temporary condition where the lower portion of wall is constructed, backfill placed, and then the wall is built up to accept the roof. You could always mandate temporary bracing down to exterior grade prior to backfill and to remain until the roof diaphragm is...
when the opening is near the face of the column does it cross over the critical section? If it is less than d it does not cross the critical section that is being analyzed.
What exactly are you trying to accomplish? If you don't have sufficient concrete thickness to accommodate an epoxy dowel or similar you may be better off demolishing and rebuilding to suit the new construction.
I would say it is when the footing is getting more flexible with respect to the soil support. At a certain point your footing is not thick enough to avoid it truly acting as a rigid body. It very much depends on the relative stiffness of soil vs footing.
XR if that is for my comment i envision the coupler being within the depth of the nailer on top of the beam.
simpson also has this which is the same idea...
My only issue is what those braces do to the joist. there is now a hard spot and as the joists are loaded they will want to push out at the header and pull the top of parapet in.
I would try to find a way to cantilever the parapet and eliminate all kickers if possible.
just weld on a threaded coupler to the top of the beam to accept the hold down threaded rod. center the beam on the wall so it doesn't have any torsion.
do a simple hand calc to validate the RISA model, that is how you know if your result is reasonable or not. Then have a senior engineer at your company check your work.
there are instances where a slight vacuum is produced in the building creating the negative internal pressure, and instances of the opposite. These values will generally cancel out but do affect the magnitude of windward, leeward, and sidewall pressures.
I agree with Tom - why not place bracing that works with the shaft and use it? Why is it concrete in this case? I could see masonry of even shaft wall with steel as required as they are likely cheaper especially if it only functions as a self supporting shaft.
If the tendon anchorage is compromised it may need to be locked off, shoring provided, and the anchorage rebuilt. There is a document by the PTI/ICRI (PTI DC80.3-12) that goes into some repair issues to keep in mind.
I think continuous tie beam between frame columns will be required for these thrusts. You should also consider the amount of elongation over that length.
The PEMB guys assume a rigid support at the bottom so I usually try to limit the elongations as otherwise you induce extra moments the frame...
