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Reinforcing Masonry Shear Walls[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Reinforcing Masonry Shear Walls
- From: "Nels Roselund, SE" <njineer(--nospam--at)att.net>
- Date: Thu, 28 Aug 2003 08:02:10 -0700
The 1997 UBC rules for reinforced masonry shear walls provide allowable shear values for two conditions: masonry designed to resist all of the shear; reinforcing steel designed to resist all of the shear. Rules for adding the masonry capacity and the reinforcing capacity are not provided. What is the reason for this?
I can imagine that the rules for designing reinforced walls include, hidden in the numbers, the masonry capacity; or else, there was uncertainty in the minds of the code writers concerning how to add the capacities.
I am designing the strengthening of existing unreinforced masonry shear walls. Based on testing, I can establish the shear capacity of a URM wall on this project -- it is not enough, so I want to supplement its shear capacity with reinforcing. In the past, I have done this by applying portland cement stucco with welded wire mesh reinforcing, based on some research done in the 1960's for strengthening URM public school buildings in Los Angeles. My current project is on a historic building for which it is desirable to avoid adding finishes to the walls. For that reason, I am looking into the Cintec system, which installs steel rods into the walls, embedded in cementitious grout injected into holes that are drilled the length of the walls. Every piece of reinforcing is a big deal because of the drilling operation, so I want to do whatever is reasonable to minimize the amount of reinforcing that needs to be installed.
What will be sacrificed by adding the shear strengths of the masonry and the reinforcing?
South San Gabriel, CA
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