CAN/CSA S16-01, S16-09, S16-14
Compression 21.3 (a)
The capacity of the column flange to resist an applied compression force is calculated per specification 21.3a. When calculating the class of the web per Table 1, the axial load (Cf) is calculated for the load combination that resulted in the maximum compression force on flange, as shown in the output. The capacity of a web plate (doubler), when provided is added to that of the column. Where the column (and web plate) capacity is exceeded, a stiffener is provided. Note that for the top flange of a beam at the top of a column, the coefficient of k, in section 21.3a is reduced from 5.0 to 2.5.
Tension 21.3 (b)
The capacity of the column flange to resist an applied tension force is calculated per specification 21.3b. This capacity is based only on the column flange, and the addition of a web plate is ignored.
Panel Zone – Web Shear
The capacity of the column to resist panel zone shear is calculated in accordance with 13.4.1.2. For a rolled section the full depth of the section is considered when calculating the web panel zone capacity, for built up sections only the clear distance between the column flanges is used to calculate the web capacity. Where a web plate is required its capacity is also calculated based on 13.4.1.2 with d taken as the clear depth between flanges.