Problem Description

Concrete columns of special moment frames were designed with an incorrect shear demand when there was no column on a level above.

Reason

Columns that are part of special moment frames must be designed for a shear demand associated with probable flexural strength (Mpr). The shear demand was calculated by summing Mpr and dividing by 2. This is a simplification that assumes that the column above and below have the same relative stiffness and half of the total moment is split to the column above and below. The division by 2 occurs even when there is no column above the level, which results in an unconservative.

Solution

Fixed in version 15.05.00.