That guide is using a 10 psf roof live load and it is 12 psf in newer versions. We recently got a greenhouse submittal requesting to use 12 psf, instead of the 20 psf reducible, as if the 12 psf is an industry standard for greenhouses. My question is how do you know the roof won't ever be...
How can you verify the grout completely filled the void space with that detail?
I have used NMB splices for precast before, they are pressure grouted and the grout will flow out of the top tube so you know it has fully filled the splice. I've never tried it with tilt-up.
There is a breakout check. There has been an update to ACI and you don't get the capacity out of the normal shear lugs that you used to get, in case you are using the newer ACI versions.
I assumed some low quality soils and checked it with the more simple IBC flagpole equations for embedment and 15 ft looks in the range, or slightly more, than what I would expect to see for similar loads for pipe supports. I don't know the deflection at the ground you are wanting to keep, but...
I've never opened a door to an interior room and felt 100 pounds of resistance to me opening the door (5 psfx3'x6.67' man door). That pressure plus someone applying 200 lbs horizontally to a guardrail simultaneously would be an interesting case to see.
I just found the below in IBC 2018, so not req'd for 42".
1607.15 Interior walls and partitions. Interior walls and
partitions that exceed 6 feet (1829 mm) in height, including
their finish materials, shall have adequate strength and stiff-ness
to resist the loads to which they are subjected...
I am about 99% sure you won't find anything to confirm combing these loads, but loads that could happen simultaneously within the load combinations are usually expected to be additive. Most engineers (myself included) I know would design for the guardrail load and not think to add the partition...
Isn't the wind drift where you will be able to use the 1.4 factor with the service level wind loads? I remember it still being tough to get to work at h/400 or whatever you are keeping for these taller buildings.
If the Id is including the hardened concrete then I would use the E for concrete and not the E for steel. I assume the Ic stands for cracked which is going into the Id equation you posted.
I've always just isolated them for in-plane by providing horizontally slotted connections. I wouldn't think much more about it. I am more interested in what state is still under 7-05.
I wouldn't count on the soil at the unloaded pier face to help resist bending unless it has been justified with L-Pile or some model that accounts for the soil as springs. We usually get the geotech to run L-Pile for us in my area for a small fee, but that may not be as common for them to do it...
I don't see a way around it in the ASCE section you cited, unless it is storing gas vapors only. For your case, I would make the braces as small as possible to meet wind and then design the connection for yielding in the tension brace. If buckling is controlling the brace sizes under wind, then...
If you compare them to foundation elements such as drilled piers and piles, then we usually assume the adjacent soil braces the member for axial buckling. Unless the soil is of a very poor type or undergoes liquefaction. I think the question is how stiff is the soil that the foundation wall or...
