1. FEMA 356 acceptance criteria for bare steel deck diaphragms
seem to be ambiguous...
Para 18.104.22.168 says that diaphragms not governed by connections
are deformation-controlled. It directs the user to Table 5-5 for m-
factors for "shear yielding and plate buckling." It doesn't mention
The commentary for 22.214.171.124 says that diaphragms controlled by
"connections or panel buckling" are force-controlled.
Table 5-5 gives a m-factor for "shear yielding or panel or plate
So...I conclude that...
a. connection failure is force-controlled
b. shear yielding is deformation-controlled
c. general plate-like buckling of the whole diaphragm area is
d. FEMA356 is ambiguous regarding local panel buckling
...and the question is: is local panel buckling force-controlled or
deformation-controlled? If it is force, then Table 5-5 must be wrong.
If it is deformation, then the commentary must be wrong. And in
either case, the referenced paragraph could be considered
incomplete, since it doesn't mention panel buckling.
2. Second question(s):
My 2nd Edition SDI manual doesn't give equations for local panel
buckling or shear yield strengths. Does anyone have references
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