Section J10.2/Web Local Yielding
AISC 360-22 Section J10.2 covers the web local yielding limit state at concentrated forces including beam supports and column bases.
At locations where concentrated forces are applied to the flange of a beam or column, the web must be checked for local yielding. The nominal strength is based on the web thickness times the bearing length at the web fillet, distributed over a specific length. For forces applied at a distance from the member end greater than the member depth d, the bearing length is (5k + lb), where k is the distance from the flange face to the web toe of the fillet and lb is the bearing length of the applied force. At the member end, the bearing length is (2.5k + lb). The web local yielding check applies at beam supports, column base plates, and any location where a concentrated transverse force is applied to the flange.
Why this section exists
A concentrated force on the flange of a wide-flange member creates a high compressive stress in the web directly under the load. If the stress exceeds the yield strength, the web deforms plastically, creating a visible indentation and potentially compromising the member's capacity. Unlike web crippling (a buckling failure), web local yielding is a material yielding failure that depends on the web thickness, the fillet geometry, and the length of bearing. Stiffener plates are the typical solution when the web is inadequate.
What plan reviewers look for
Plan reviewers check the connection details at beam supports, column bases, and concentrated load points. They verify the web local yielding check shows the reaction or applied load does not exceed the web's capacity. They check for web stiffener plates where the web is inadequate. They also check web crippling (J10.3) and flange local bending (J10.1) at the same locations, as all three limit states must be satisfied.