Consider the concrete building frame shown. The relative lateral deflection for the third storey under total...

 

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Consider the concrete building frame shown. The relative lateral deflection for the third storey under total wind shear Vwind= 300 kN is 25mm. The load combination: U = 1.2 D +1.6 W + 1 L + 0.5 (L, or S or R) controls. All columns cross sections are 450 mm x 450 mm. All beams cross sections are rectangular 250 mm x 450 mm. The column is subjected to double curvature under dead load and single curvature under live load. Column 3 is to be designed using f=28 MPa, fy-420MPa. Consider the floor thickness is 450 mm. Cols A3 and F3 Cols B3 and E3 Cols C3 and D3 Pdead 1000 KN 500 KN 900kN Plive 400 KN 600KN 900 kN ± 35 kN Pwind ±140 kN 30 kN +70KN 60kN 60 KN Vwind M2,dead M2,live 5 kN.m 130 kN.m ±120 kN.m -5 kN.m M2, wind M1,dead M1,live M₁, wind 100 kN.m +110 kN.m MUNDIA ↑ 24UM TM 7777 B 7777 E A 1- The stability index Q = 2- The required frame analysis is 3- A and WB for column 3 = 4- The slenderness ratio for column 3 = 5- The maximum factored end moments in kN.m resulting from sway and non-sway loads for column 3 = stories at 6 m = 24 m 4 s 4 3 2 1 www Column C3 77 C 5 bays at 7 m - 35 m 7777 D Consider the concrete building frame shown. The relative lateral deflection for the third storey under total wind shear Vwind= 300 kN is 25mm. The load combination: U = 1.2 D +1.6 W + 1 L + 0.5 (L, or S or R) controls. All columns cross sections are 450 mm x 450 mm. All beams cross sections are rectangular 250 mm x 450 mm. The column is subjected to double curvature under dead load and single curvature under live load. Column 3 is to be designed using f=28 MPa, fy-420MPa. Consider the floor thickness is 450 mm. Cols A3 and F3 Cols B3 and E3 Cols C3 and D3 Pdead 1000 KN 500 KN 900kN Plive 400 KN 600KN 900 kN ± 35 kN Pwind ±140 kN 30 kN +70KN 60kN 60 KN Vwind M2,dead M2,live 5 kN.m 130 kN.m ±120 kN.m -5 kN.m M2, wind M1,dead M1,live M₁, wind 100 kN.m +110 kN.m MUNDIA ↑ 24UM TM 7777 B 7777 E A 1- The stability index Q = 2- The required frame analysis is 3- A and WB for column 3 = 4- The slenderness ratio for column 3 = 5- The maximum factored end moments in kN.m resulting from sway and non-sway loads for column 3 = stories at 6 m = 24 m 4 s 4 3 2 1 www Column C3 77 C 5 bays at 7 m - 35 m 7777 D

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Solution N12D 160 1 015 Ly v12x500 16x30 1x400 05140 U ... View the full answer