From: "La Count, Curt" <Curt.LaCount(--nospam--at)Jacobs.com>
Date: Tue, 27 Apr 1999 13:13:00 -0700
Take a look at UBC 1612.2.1 exception 2. This passage requires that the
ASCE (LRFD) load factors be multiplied by 1.1 for concrete and masonry for
load combinations including seismic. That should get you close to the
original ACI load factors.
Curt La Count, P.E.
From: Bill Polhemus
Subject: RE: Slender Masonry Walls, Again
Date: Tuesday, April 27, 1999 8:43AM
> Should the load factors for concrete be used? Should a lower
> phi factor be used? Both? I'm leaning toward using the
> concrete load factors.
Not to sound like a sheep, but I am reluctant to diverge from the load
factors per code, since I know that in many instances much research went
into calibrating them.