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RE: Coupled Shear Walls
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- Subject: RE: Coupled Shear Walls
- From: "Nels Roselund" <njineer(--nospam--at)sbcglobal.net>
- Date: Fri, 27 Oct 2006 14:57:35 -0700
Thanks Stan. Actually, what I’m looking for is an
analysis method for an existing URM masonry gable end wall with stacked openings
[arched lintels, not steel]: a doorway at grade and a window above. The spandrels,
the masonry elements between the openings and above the window to the top of
the wall, are seriously earthquake damaged with cracking patterns that indicate
the spandrels cracked in shear and flexure as the piers each side deformed independently
in flexure as cantilevers from the ground. The piers each side are undamaged. If analyzed by Appendix A of either the
UCBC or the IEBC, the wall is O.K.; however, those codes do not address the
spandrels between piers. The analysis method needs to take into
account that the vertical deformation of the vertical edge of the pier at one edge
of the spandrels is due to tension in the adjacent pier, and in the opposite
direction at the other edge where the deformation is due to compression in the
adjacent pier, forcing one spandrel edge upward, one downward. These
deformations are incompatible with the un-deformed effectively horizontal and rectangular
shapes of the spandrels. The effect is magnified toward the top of the
wall: spandrels high in the wall tend to get beat up more than spandrels low in
the wall. Reinforcing for the spandrels that couple
shear walls is discussed in Section 21.7.7 of ACI 319-02 and illustrated in
figure 21.7.7. This ACI Section assumes that the design forces and
moments have been determined; my question is about how to determine them. njineer(--nospam--at)sbcglobal.net
From:
sscholl2(--nospam--at)juno.com [mailto:sscholl2(--nospam--at)juno.com] If I
understand your question, I believe what is needed is to design each element
(each of the shear walls in the same line) so that they each have approx. equal
deflection. For example if a 4 ft. length wall is in line with a 10 ft. length
wall, the 4 ft. wall might need plywood on both side with heavier nailing so
that the deflection will equal the deflection of the 10 ft. long wall with
plywood on only one side and with less nailing. And the hold downs will be
different for each. Stan
Scholl, P.E. |
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- Re: Coupled Shear Walls
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