From: Jeff Coronado <"jcse(--nospam--at)flash.net"@flash.net>
Date: Fri, 09 Jun 2000 07:14:09 -0700
Paul, from a design point of view, I never use partially grouted walls.
I saw enough of those partially grouted walls on the ground after
Northridge to make me walk away from them.
For analysis, I would take the net area of masonry and grout per foot
length of wall to calculate the shear capacity.
> what is the concencus about the seismic performance of partially grouted cmu
> walls? the subject building is a two story rectangular shaped structure,
> with concrete slab on deck second floor and wood framed roof. It is located
> in Los Angeles, and was constructed in 1959. There is a good distribution of
> solid interior and perimeter walls with few openings, and the block is in
> very good condition. The walls are 8" block walls with vertical steel at 24"
> o/c, and only block cores with verticals are grouted. There is a horizontal
> bond beam at the second floor and roof, but other wise no horizontal steel.
> How is the shear capacity of this type of system evaluated? Is it considered
> similar to a URM building?
> thanks - paul franceschi