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RE: ICBO Seminar for 1997 UBC Earthquake Regulations

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For my $.02 worth on the diaphragm issue:  In reality there is no such
thing as a truly flexible diaphragm.  A tributary area distribution of
diaphragm shear is only accurate when you have a box with solid lines of
resistance where the stiffness of each line is reasonably the same.  In the
examples which have been discussed, solid plywood shearwalls on one side
and cantilever columns on the other line will result in some form of
stiffness distribution because the stiffness of the diaphram is well in
excess of the stiffness of the columns.

I'm not sure that Ernie is proposing that the design of the examples be
based on some form of rotation, but more recognizing that the actual
distribution of load will be different than straight tributary area.