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Re: Load Capacity of a Holddown Post as a Compression Member

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Wow, there's at least one under-designed column out there if what you say is

I wonder if Timoshenko's analysis that you speak of was for a "long" column
(wouldn't columns be "tall", and beams be "long"?).  My excercise in this
would have been with an 8-foot post, more of an intermediate column
(depending on cross-section of the post).

I agree that "real" shear walls act considerably differently than we
typically model them, even if they get built exactly as we think they will
(ha ha).  Someday I hope to probe into the (theoretical) case where the
average shear in a shear wall is only half of the actual shear at one end,
and the shear at the other end is zero at that time.....  This would be with
a uniformly loaded shear wall where the overturning moment is equal to the
resisting moment:  The SFD and BMD's for such a wall look exactly like those
for a cantilevered beam turned sideways.  Someday.....

Take care,


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