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MULTISTOREY BUILDINGS
Fig. 5.16 External column design: (a) upper length 7–10–13; (b) lower length 1– 4–7.
For 7–4 (254×254 UC 89), I=14300 cm4, I/L=35.8 K10–7:K7–4=15.2:35.8/51=0.3:0.7 The moment distribution is carried out. The design actions at joint 10 are F=666 kN M=104.8 kNm Try 203×203 UC 60, (Section 5.4.3(a)), with Pc=190 N/mm2, A= 75.8 cm2, Mc=179.3 kNm, Mb=160.9 kNm, m=0.43. Local capacity check=0.9 Overall buckling check=0.74 This is satisfactory.