Lateral support for masonry walls
Lateral support for masonry walls
(OP)
Would you consider a bond beam to meet
the criteria for use as lateral support for a CMU wall as prescribed in ACI 530, 9.5.2 ??
We have 15' between floors and h/t>18 for an 8" block wall. Increasing the wall thickness is not an option.
n1cq
the criteria for use as lateral support for a CMU wall as prescribed in ACI 530, 9.5.2 ??
We have 15' between floors and h/t>18 for an 8" block wall. Increasing the wall thickness is not an option.
n1cq






RE: Lateral support for masonry walls
RE: Lateral support for masonry walls
I notice that this is an empirical requirement, if I am correct that you are using chapter 5 instead of 9. If you engineer the masonry according to chapter 2 this requirement is eliminated but you have more equations and stuff to check, such as calculating all the strengths instead of using tables. This could make what you have work if all the engineering works out but I would suggest you at least consult someone familiar with engineered masonry. Though I always engineer masonry, I still encounter h/t limits when doing designs in south Florida where they have special requirements.
RE: Lateral support for masonry walls
Thanks for the advice.
Yes, it looks like I'll have to use Chapter 5, the working stress design methodology. I was trying to simplify the design by using Chapter 9, empirical design.
I'm designing an elevator shaft from 8" CMU which will be 32' high and 20' at its greatest width. The 20' wide wall will not permit a simple means to satisfy the prescriptive h/t ratios, so rethinking per Chapter 5 makes sense.
Thanks much again.
RE: Lateral support for masonry walls