6 Shear Lecture

# 6 Shear Lecture - CE 4401 Steel and Concrete Design DESIGN...

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CE 4401 Steel and Concrete Design Steel Shear -1 DESIGN OF WIDE FLANGE BEAMS FOR SHEAR AISC G Background on shear (recall from deformable body mechanics): Von Mises yield condition: 3 / y yld F = τ (empirical) AISC assumes τ yld = 0.6 F y (note 3 / 1 = 0.58 0.6) Shear stress distribution in a narrow rectangular beam:

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CE 4401 Steel and Concrete Design Steel Shear -2 Elastic shear stress distribution in a W-shape: Q f is maximum Q in flange Q w is maximum Q in web Shear stress is linear across width of the flange: x f f I t VQ flange = τ max Shear stress is parabolic through depth of the web: x w w I t VQ web = τ max
CE 4401 Steel and Concrete Design Steel Shear -3 Ultimate Strength Limit States in Shear 1. Yielding of entire web in shear AISCS G2.1a If y w F E t h / 24 . 2 / and rolled I-shaped section V n = 0.6 F y A w where A w = dt w φ = 1.0 2. Other members or rolled I shaped section with y w F E t h / 24 . 2 / > (yielding or web buckling) AISCS G2.1b y v w F E k t h 37

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6 Shear Lecture - CE 4401 Steel and Concrete Design DESIGN...

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