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For a simplified version, use wall pressure only with Cp = 1.3 (0.8 windward + 0.5 leeward). Assume the container dead load negates the roof uplift. For greater accuracy, include roof uplift with Cp = 1.3 and minimum dead load combinations. The overturning case will always be with L/B < 1.0...

ACI produced an ACI 318-11 code remapping to ACI 318-14. That should bring you to the provisions you're looking for in ACI 318-19.

50/1.67 KSI * 1/4" = 0.928 k/in * D * (1.5 for 90 deg), D = 6, so 3/8" fillet weld all around would develop the strength of 1/4" thick tube steel.

Most slabs on grade are not part of the building structure, not covered by ACI 318, and do not require a stamp. For steel fiber slabs, the vendors submit their product and calculations similar to a concrete mix design. As far as installation, the vendor provides the instructions similar to...

In a past project, we specified a jointless slab by providing a preliminary spec and dosage requirement, then stating that the final requirements would be per the delegated designer, assuming that would be the steel fiber vendor. We eventually got what we intended but the contractor tried to buy...

Hand calcs primarily, but I check difficult connections with RAM Connections. For shear connections, I usually only specify one type, and I have simple rules memorized to get a lower bound strength quickly. For moment conn's, I usually say that I want "this" amount of the flange strength.

I prefer to show people hand calcs over excel or FEM because the best engineering calcs/reports that I've seen have all been primarily by hand, and I agree with JLNJ. Also, I would say that hand calcs are not an "old people" thing. I think you're far more likely to receive a hand calc from an...

No personalized references or sketching details. It appears that NCEES is less about merit and more about reducing the cost of administering the tests.

The return period is associated with the risk category, and the return period is nonsense. Quoting from the commentary, "Similarly, the 25-year return period wind speed associated with Risk Category I buildings equates to a 300-year return period wind speed with a wind load factor of 1.0." What...

No, it would not be appropriate to calculate drift by panel bending. Drift calculations must account for bending based on the chords, shear based on the sheathing, and nail slip per the NDS. I, similar to the engineers above, recommend against calculating fastener forces by rational analysis...

In the future, contractors and engineers won't know that the brick is load bearing if it's around a steel column, and demo of decorative masonry shouldn't lead to a structural deficiency. Also, when masonry cracks, no one calls a structural engineer to find out if the floor is going to fall...

Perhaps, lower the beam and shim the high section with tube steel.

The young hires are told to do nothing because they're not competent, and when they do something, they're berated for it.

Kaffy has to comply with the elevator ASME codes, and not mix-match structural codes in some hybrid system for structural engineers to approve. The problem here is that this thread belongs in the mechanical section, and it doesn't matter how a structural engineer does things.

A grating that supports a concentrated load of 844 lb/ft will meet your ASME requirements. That will limit the stress of your grating to 36 ksi / 5 = 7.2 ksi. Just so we're clear, no one else is discussing the elevator code. They've forgotten that before they were structural engineers, they...

For simple shear connections, I would say that the failure modes are all the same, whether or not there are insulating gaskets. I'm curious about the insulating bushing though. That seems a bit theoretical. In a practical sense, that probably means add tape, and let it wear because a SS bolt is...

I was converting everything on one side, so that the grating selection tables could be directly compared. That's the most useful way, but unintuitive. It would also be appropriate to say 225 lb/0.67 ft = the linear applied load. Now let's look at the grating span tables and divide them by 2.50...

Use the minimum. The Phi-factor assumes a ductile failure. It was calibrated with a minimum area of steel in mind. If the minimum is not met, the formula for calculating Vs is not applicable.

This is the elevator code. For the grating design, I interpret that as 225 lb/ sqrt(64 sq in) * 12 in/1 ft * (FOS 5)/(FOS 2.00) = Concentrated load in lb/ft found in grating tables. Note that FOS 2.00 is inherent in grating tables, and this is much greater than a typical structural engineer's...

For typical infill beam end connections that are simply supported with no axial transfer forces, it is best practice for the detailer to specify short-slotted holes in the interest of the erector. However, it is not mandatory for the detailer to assume short-slotted holes. If short-slotted...