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Faromic, I was assuming that UcfSE was refering to the "Masonry Designer's Guide" (4th edition) as published by The Masonry Society. They now have a 5th edition available, released this year.

Thanks for the input. What I was running into was that if only face shell dimension is used in the shear capacity calculation, this becomes the governing factor in the design of a masonry shearwall. The amount of reinforcements becomes a non-factor because the masonry shear comes into play...

I have a reinforced CMU shearwall. I am using ACI 530-05. In calculation of shear stress in masonry fomula (2-19) found in paragraph 2.3.5.2.1 the formula reads f(sub)v= V/bd What is the "b" dimension I use, is it two times the face shell or is it related to the width of the masonry or...

"concretemasonry" you've apparently got it upside down, I'm refering to the bottom course of CMU, which is directly atop of the concrete footing, being a bond beam. Of course I agree the top course should be a bond beam.

I have seen some engineers call for a reinforced bond beam with 2- #4 or #5 bars continuous as the first course of CMU atop a continuous concrete spread footing which also contains continuous reinforcement. I have seen other engineers not require a bond beam at this location. My question is...