Therefore; no shear reinforcement is required.

Flexural compressive stress in Pier C, fbC, is determined as follows:

Where:

Flexural tensile stress in Pier C, fsC, is determined as follows:

...O.K.

is maximum at the bottom of the pier, the axial load will be determined at the bottom of the pier. The fully

grouted weight of the wall, w2, is 92psf.

Axial load at the bottom of Pier C = P (lbs.)

PTOTAL = PDL + PLL + Wall wt. to bottom of Pier C

PTOTAL = [(300 lb/ft) **+ **(600 lb/ft)] (7.0 ft)

+ 92 psf[(4.67)(3.33*) **+ **(4.67*)(7.0*)]

= 6300 **+ **4438 = 10,738 lbs.

Axial stress due to axial load in Pier C, faC determined as follows:

Allowable axial stress in Pier C, Fa, is determined as follows:

Fa = (0.2 f*m)R

Where:

R = The stress reduction factor.

Since buckling is not a concern at the bottom of the pier, R will be omitted and including wind loading:

Fa = 0.2 f'm 1.33

= 0.2 (1350) 1.33 = 360 psi

faC = 35.2 psi < Fa = 360 psi

...O.K.

Axial stress in Pier C due to the overturning moment of the entire wall panel, foC, is determined as

follows:

Where:

Mo = Overturning Moment = Vh

= 10,000 lbs. 12.0* = 120,000 ft-lb.

Cc = Distance from the center of gravity of the net wall section to the centroid of the pier in

questions (Pier C). See table 7-1.

In = Moment of inertia of the net wall section

= E(ICen + AC2). EAC2 (Because ICen, which is equal to bd3/12, is usually negligible compared

to AC2. Therefore, use In, = EAC2. See table 7-1.)

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