I have a small 1 storm masonry garage in florida. Plans call for or only one 8" bond beam at the top of the wall which will also span openings as a lintel including garage door. I believe the Florida Res. Code always requires a bond beam at the top of the wall. Reading the FRC which is based on the IRC it seams to me table R609.6.3.2(1) may apply but I am unsure, any opinions? My understanding of the different purposes are as follows: Bond beams have steel typically in the upper portion of the block or middle which is there for uplift forces, diaphragm chord tensile forces, and distributing point loads i.e. roof trusses, do you agree? Lintels strictly refer to members spanning opening and are often but don't have to be precast units. In any case even if the table doesn't apply I can develop the right design loads and design it as a doubly reinforced beam, just wanted to use the table if it applied? any thoughts?
Another topic: FRC (based on IRC) has prescriptive masonry shear wall tables and refers to footnotes about shear wall piers? they require elsewhere shear walls be no less than 2 ft in length? Do they have provisions somewhere to design a shear wall as a wall segment and pier combination?
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