| Notetip |
|---|
Moment ratio is automatically controlled and reported in accordance with AISC 341-16 E3 by programme. |
| Note |
TBDY ‘de bu kontrol aısc 341-16 dan doğrudan alınmış, 341-16’da denklemler değişmiş görünüyor örnek hesap araştırılacak ve gerekirse Cüneyt hocaya danışılacaktır. |
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Symbols
ΣM∗pc = sum of the projections of the nominal flexural strengths of the columns above and below the joint
ΣM∗pb = sum of the projections of the expected flexural strengths of the beams at the plastic hinge locations to the column centerline, kip-in.
Ag = gross area of column, in.2 (mm2)
Fyb = specified minimum yield stress of beam, ksi (MPa)
Fyc = specified minimum yield stress of column, ksi (MPa)
Mpr = maximum probable moment at the location of the plastic hinge, as determined in accordance with AISC 358,
Mv = additional moment due to shear amplification from the location of the plastic hinge to the column centerline based on LRFD or ASD load combinations, kip-in. (N-mm)
Pr = required axial compressive strength according to Section D1.4a, kips (N)
Zc = plastic section modulus of the column about the axis of bending, in.3 (mm3)
Z = Plastic section modulus about the axis of bending, in.3 (mm3)
αs = LRFD-ASD force level adjustment factor 1.0 for LRFD and 1.5 for ASD
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For the highly ductile steel frames or reinforced concrete structural system with shearwalls and steel frames, the beam-column connections must satisfy provide the condition of the Strong-Column and Weak-Beam (SC/WB) approach depending on the earthquake direction. In beam-to-column connections, the following relationship must be fulfilled:
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