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A W14 x 120 ASTM A992 (Fy = 50 ksi) steel column is specified
for the column shown in Fig. 2 which is unbraced about both axes.
The column is fixed at the base and pinned at the top. The
un-factored axial loads are dead, PD = 300 kips and live PL= 500
kips. Calculate the column strength to determine its adequacy to
support the design loading. Assume ideal condition
Q.3 A W14 x 120 ASTM A992 (Fy = 50 ksi) steel column is specified for the column shown in Fig. 2 which is unbraced about both axes. The column is fixed at the base and pinned at the top. The un-factored axial loads are dead, Pp = 300 kips and live Pı= 500 kips. Calculate the column strength to determine its adequacy to support the design loading. Assume ideal conditions. From Table 4-1 [W14 x 120] A =35.3 in?, 1_=1380 in', 1, = 495 in’;r, =3.74 in, '4 =1.67 ry 2 30 PD = 300k PL= 500k 2 A I С oc B1 oo B1 L = 24 B1 8 B 16 A z! B2 FIG. 2 - Steel Column - 16 Í Fig. 1- Floor Beam Layout