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AISC 341-16 E3, and TBDY 2018 9.3.2, in the earthquake direction considered, at each beam-column node of highly ductile steel frames with special moment frame. In accordance with the requirement that columns are stronger than beams, the condition must be metThe following relationship shall be satisfied at beam-to-column connections.
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The Condition That Columns Be Stronger Than Beams
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Column-Beam Moment Ratio Check for SMF per AISC 341-16 with ideCAD
Solutions:
The cross-sectional dimensions of columns whose names and floors are given can be enlarged.
Columns can be connected to beams in the direction of their strong axes.
If the structure is suitable, beam dimensions can be reduced accordingly.
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iconsSymbols
Mpc : Column bending moment strength of the upper or lower floor, calculated by taking into account the design axial forces that minimize the column bending moment strengths, in accordance with the direction of the earthquake in the beam-column connection area. Sum of the projections of the nominal flexural strengths of the columns above and below the joint
Mpb : Characteristic for each Sum of the connection beams in the beam-column connection area. The bending moment is determined by the sum of 1.1R a times the plastic moment strength and the additional bending moment occurring in the column axis due to the shear force at the possible plastic hinge at the beam endprojections of the expected flexural strengths of the beams at the plastic hinge locations to the column centerline, kip-in.
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