foC = 5.6 psi **< **Fa = 360 psi

...O.K.

using the unity equation as follows:

...O.K.

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:

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.

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