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(c) The bracing requirements for non-yielded segments of
members and the bracing requirements for members in rebound can be
determined from the following relationship:
F = 1.67[2/3 - Fy(*l/rT)2/(l,530 x 103Cb)]Fy
F = maximum bending stress in the member and in no case greater
than Fy
When F = Fy, this equation reduces to the *l/rT requirement of
Equation (95).
(1) Resistance Functions.  Stiffness and resistance factors for one-
and two-way plate elements are presented in Chapter 5, Sections III and IV
of NAVFAC P-397.  These factors, originally developed for concrete elements
and based upon elastic deflection theory and the yield-line method, are also
appropriate for defining the stiffness and ultimate load-carrying capacity
of ductile structural steel plates.
(2) Design for Flexure.  For flexural design of steel plate, use the
criteria presented in paragraph 3.a.(3) for beams.
(3) Design for Shear.  In the design of rectangular plates, the
effect of simultaneous high moment and high shear of negative yield lines
upon the plastic strength of the plate may be significant.  In such cases,
the following interaction formula describes the effect of the support shear,
V, upon the available moment capacity, M:
M/Mp = l - (V/Vp)4
Mp = fully plastic moment capacity in the absence of shear
calculated by multiplying the dynamic yield stress by the
plastic modulus
Vp = ultimate shear capacity in the absence of bending
determined from Equation (92) where the web area, Aw, is
taken equal to the total cross-sectional area at the
(a) For two-way elements, values for the ultimate support
shears are presented in Chapter 5 of NAVFAC P-397.  These shears may also be
used for steel plates.  However, the ultimate shearing stresses given in
Section V for concrete elements are not applicable to steel.


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