Prying Action Plate Bending (AISC)

[Keystation]

My supervisor told me to show how am I gonna account for plate bending due to prying action. My question is isn't that already part of the code?
FYI, I am using AISC15th edition and calculated tmin instead of tnp. We have a preferred design requested by the client. It would be ideal if I can get away with tmin.

Below are my understanding. Feel free to correct me. Please let me know if you have dealt with plate bending due to prying action.

tnp: Thickness that is stiff enough not allowing any bending to occur. Plate does not bend in the first place. No extra tension.
tmin: Thickness that is still stiff but allows some bending in plate. Since the equation is using Fu, yielding is acceptable. Design bolts to take that extra tension if tmin is used.
tc: Same as tmin but for angle or flange.

 

[SWComposites]

stiff enough not allowing any bending to occur

well what is your definition of "any"??? nothing is perfectly rigid.

still stiff but allows some bending in plate

well, what is "some"?

a sketch of this plate, with applied loads (a balanced fbd) and boundary conditions / connections would greatly help.

 

[HDStructural]

tnp is the thickness required so that the plate is strong/stiff enough to not develop the corresponding prying force, qr. If your plate is at least this thick, you do not need to consider the prying force, qr. See sketch below, if the plate is strong enough, the N (qr) force will not be developed.


tmin is the thickness required so that the plate is strong enough considering the additional prying force, qr. This additional prying force, qr, will increase the force on the bolt, but ultimately decreases moment in the plate, resulting in a small thickness than tnp. Per the above sketch, if you use a thickness smaller than tnp, the plate will deform resulting in the qr force.

tc is a workaround of tnp. It is the minimum thickness required so that the plate is strong/stiff enough to not develop the corresponding prying force, qr, similar to tnp, but the calc is not based on the applied load, T, rather the capacity of the bolt in tension. So it is the thickness required for the capacity of the bolt and to not create prying effects. I'm not sure why you would use this equation, since you know what the applied load, T, is. Maybe it has some benefits in seismic applications?