Resistência ao corte necessária na face do pilar

Required shear strength at the face of the column

V_{u} = V_{pr} + V_{g (at face of column)}

V_{u} = \frac{2 \cdot M_{pr}}{L_{h}} + \frac{w_{u} \cdot L_{cf}}{2}

V_{u} = 84.4 kips + \frac{1.15 \frac{kip}{ft} \cdot 344.8 in}{2}

V_{u} = 84.4 kips + 16.5 kips

V_{u} = 100.9 kips

V_u	Required shear strength at the face of the column
Vpr	Shear required to produce the maximum probable moment at the plastic hinge location
V_{g (at face of column)}	Shear from gravity loads at the face of the column
w_u	Gravity loads on the beam
L_cf	Clear length of the beamL_cf = L_beam - d_{c =} 360.0 in - 15.2 in = 344.8 in

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