Special Moment Frame - Strong Column Weak Beam Check
Moment Frame Design Requirements and Assumptions
D3. Strong Column/Weak Beam Check
The moment ratio between the columns and beams in Section E3.4a of AISC 341-16 is one of the requirements that distinguishes a steel SMF from an IMF or OMF. For SMF, plastic hinges are expected to form in the beams (Figure D3.1a). If plastic hinges occur in the columns (meaning the beams are stronger than the columns), there is a potential for the formation of a weak-story mechanism (Figure D3.1b).
Figure D3.1 — Weak-Story Mechanism
Simpson Strong-Tie SMF Strong Column-Weak Yield-Link® Check
The Strong Frame special moment frame is unlike the typical SMF, which has either a reinforced connection (e.g., bolted flange plate connections) or weakened beam connection (e.g., RBS connections) where the plastic hinges are formed by the buckling of the beam flange and web (Figure D3.2). In the Strong Frame SMF, the stretching and shortening of the Yield-Links at the top and bottom of the Strong Frame beams are the yielding mechanisms (Figure D3.3). So instead of a strong column — weak beam check, the Strong Frame design procedure checks for a strong column — weak Yield-Link condition where the ratio of the column moments to the moment created by the Yield-Link couple is required to be greater than or equal to 1.0.
Figure D3.2 — Plastic Hinge in Beam Element for Typical SMF Connection
(Ref: NIST GCR 09-917-3, NEHRP Seismic Design Technical Brief No.2)
Figure D3.3 — Yielding in Strong Frame Yield-Links