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Shear Wall Design
- To: seaint(--nospam--at)seaint.org
- Subject: Shear Wall Design
- From: MAM <mam(--nospam--at)cyber.net.pk>
- Date: Mon, 20 Nov 2006 22:44:42 +0500
In the design of
concrete high-rise buildings, with shear wall-frame dual system,
2 or 3, using ETABS. I frequently
encounter the situation where the ETABS
analysis results show quite large horizontal
shear forces in shear walls under the action of
dead loads (and also live
loads). This is so even for regular buildings. In fact, in some shear
the shear forces under dead loads only are more than the shear forces
seismic loads, especially in lower floors. The situation is further
if there are basements.
Designing these walls for the usual Code (UBC)
specified ultimate load combinations
(dead +live +seismic) results in very high
shear reinforcement values, and sometimes the
design shear exceeds the max allowed.
If we neglect the shear due to gravity loads, the walls
can easily resist the
shear due to seismic effects, using appropriate horizontal
floors are modeled as plate elements with rigid diaphragms and shear
as shell elements, all with proper meshing and line constraints. Flexure is generally under control.
strange that almost all the publications I have seen do not mention the
forces in walls due to gravity loads and only consider the
shear forces under seismic loads
while designing the walls for shear. I would
very much like to hear the views and experiences
of others in this regard.
Please note that I am talking about buildings of 25
stories and above.