Pier Cap Shear Design
Pier Cap Shear Design
(OP)
What is standard practice for a rectangular pier cap shear design? The pier is a multi-column pier. When I use the Simplified Procedure for Nonprestressed Sections, using a beta of 2, my shear capacity is around 460. If I use the General Procedure, which calculates beta to be 1.1, my shear capacity is around 260. Also, I have been reading about the strut and tie method but several articles I've read say that isn't standard practice. What are some experiences with this?





RE: Pier Cap Shear Design
RE: Pier Cap Shear Design
I assume you are in the USA. In Canada, CSA S6 still allows the use of the simplified method for non-prestressed components, but most provincial authorities require using modified compression field theory. No comment on Beta values, as under the Canadian codes they top out at 0.4 so they are clearly a different animal.