See Concrete "Core" Determination.

For sections with multiple values of f ’_c, the minimum f ’_c is used.

The effective depth is determined by a cracked section analysis using the bending moment and axial force in place at time of the shear being investigated. The effective depth is calculated as the distance from the compression most face to the resultant tension force. For cross sections with no reinforcement in tension, a "column style" effective depth is calculated as the distance from the compression most face to the maximum depth of any reinforcement.

When the maximize effective depth option is used the effective depth is first calculated utilizing all reinforcement in the cross section. A subsequent calculation is then carried out utilizing only the reinforcement in the 1/4 depth of the cross section nearest the tension most face, and ignoring any post-tensioning. The effective depth is taken as the maximum of the two calculations. A check is carried out for the latter calculation that there is enough reinforcement to resist the tension chord of a shear truss considering only the flexural moment and shear. If this check fails the results of the latter calculation are not used.

If stirrups are provided, the effective depth of the section is considered to be the larger of 0.8×h or the calculated effective depth; otherwise the effective depth is considered to be the calculated effective depth.

Lightweight concrete is considered.

Equations of Table 22.5.8.2 are used to determine the shear capacity including the equations for minimum shear reinforcement (Section 9.6.3.3) and Eq 22.5.10.5.3.

Section 22.5.3.1 is implemented (but optional 22.5.3.2 is not).

Sections 20.2.2.4, 9.7.6.2.2 and 22.5.1.2 are implemented.

Minimum reinforcement criteria of sections 7.6.3 and 9.6.3 are implemented

Axial Compression (or Tension) is not considered

If "beam" torsion design is selected, see Section 9.5.4 Beam Torsion for further requirements.

No check is made to ensure that the structure is post-tensioned.