For analysis, though, wouldn't you assume the pier dimensions as the height of the windows x each pier length? If so, wouldn't those then be your shear wall dimensions as well?
I have an 8" special masonry shear wall with long, short windows (see attachment for specifics), and I'm not sure the proper way to interpret the code requirements for the reinforcement. TMS 402-13/ACI 530-13, section 7.3.2.6 states that
I can read this code provision in one of three ways...
You are correct in the sense that this is one way to determine whether or not you can use a ρ=1.0, but this option could require a fair amount of analysis depending on the building layout. Thus, for more regular structures, the code offers a second option to determine rho. The second option...
A colleague and I were discussing this the other day. For the redundancy factor, ρ (rho) per ASCE 7-10, §12.3.4.2, option (b) states that if the SFRS consists of two bays of seismic force-resisting framing on each side of the structure, you can use a ρ = 1.0. Consider a steel OCBF configured in...
