TM 5-809-3/NAVFAC DM-2.9/AFM 88-3, Chap. 3
foC = 5.6 psi < Fa = 360 psi
...O.K.
Combined Load Check. The combined effects of flexural, axial, and overturning of pier C can be evaluated
using the unity equation as follows:
...O.K.
Pier D design. The pier is reinforced with #5 bars at 24 inches o.c., so the equivalent solid wall thickness is
4.1". The cross section of the pier is 6*-8" by 4.1" and the area assumed effective in shear parallel to the wall
face, Aeff, is 49.0 in2/ft. The design of pier D will follow the same procedure as previously shown for piers
B and C except for the conditions stated herein. The resulting design stress values are as follows:
Shear Load.
Lateral force to Pier D, VD, is 68.4% of 10k:
VD = 0.684 x 10k = 6840 lbs.
Shear stress in pier D, fvD, is determined as follows:
The allowable shear stress, Fvm, will be determined by equation 7-1 as follows (assume pier fixed top and
bottom):
Therefore;
But shall not exceed: 80 - 45 [M/(VdCv)]
Fvm = 80 - 45(0.35) = 64.3 psi; thus Fvm = 44.7 psi
fvD = 20.9 psi < Fvm = 44.7psi 1.33 = 59.5 psi
Therefore, no shear reinforcement is required.
Flexural Check:
Flexural compressive stress in Pier D, fbD, is determined as follows:
Where:
fbD = 73.4 psi < fb = 600 psi
...O.K.
Flexural tensile stress in Pier D, fsD, is determined as follows:
...O.K.
7-18
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