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Section 3
3-27
Design for in-plane shear (denoted using Fxy in the shear wall
force output) per Section 11.10 of ACI 318
a. Extreme compression fiber to centroid of tension
(concentrated) reinforcement distance, d, is taken as 0.8
horizontal length of the wall (ACI - 11.10.4),
b. Limit on the nominal shear strength, Vn, is calculated
(ACI - 11.10.3),
c. Nominal shear strength of concrete is computed (11.10.6),
d. If the factored shear force does not exceed ½ of the design
strength of concrete, the minimum ratios of shear
(distributed) reinforcing are reported, in accordance with
14.3.2 and 14.3.3. Otherwise, the reinforcing ratios are
established in accordance with 11.10.9.
e. If the factored shear force is greater than ½ but does not
exceed the design strength of concrete, the ratios reported
are the minima calculated in accordance with 11.10.9.2
and 11.10.9.4.
f. If the factored shear force exceeds the design strength of
concrete, the distributed reinforcing is calculated based on
11.1.1 and 11.10.9.
g. Number of distributed reinforcing layers and reinforcing
allocation between layers reflect requirements of 14.3.4.
h. Rebar spacing is given c/c and meets the requirements of
14.3.5, 11.10.9.3, and 11.10.9.5 of ACI 318, as applicable.
Design for in-plane bending (denoted by Mz in the shear wall
force output) per Section 14.4 of ACI 318
a. Walls are assumed to be cantilever beams fixed at their
base and carrying loads to the foundation.
b. Strength reduction factor is established in accordance with
Section 9.3.2.
c. Minimum reinforcing is calculated in accordance with
10.5.1 or 10.5.3, whichever produces a smaller ratio.