My wall is 12' tall, if double it and use the limit of 0.007h, the limit becomes about 2". Does this seem reasonable? It seem large to me, but I am not very experienced with masonry.
The wall is reinforced and is used to take some of the lateral loads from the bents of a metal building in one direction (shear wall), and is a seismic load on the bents in the other. It is an architectural wall, so cracking and out of plane movement are the concrens. In other words, how much should I allow the bents deflect under load so that the wall is not adversely affected? The metal building is approximately 25' tall and the CMU wall is about 12' tall and is 8" thick.
I would bet that the thrust from the bent for total max loads is the critical issue. You will likely need a heavily reinforced pier to resolve the forces. The foundation connection will be very critical to develop the reaction you need at the joint.
As far as deflection, probably the architectural finish won't control so long as you detail joints to accomodate rotations well.
Likely more critical is the effect of deflection on the stresses in the steel bent.
It's probably best to model the frame on the computer as well as hand calcs to experiment with the system and understand the limits of restraints and deflections.
The understanding of preliminary study should show you how to get to a final design.
It depends on what you want the limit for! If it is for the assessment of an existing wall then the limit occurs when the wall resultant is on the limit of the middle third of the wall when wind or other lateral pressure is taken into account.
For a new wall.....? Define your tolerence and get a good contractor .
