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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) Corus Construction Centre www.corusconstruction.com Column dead loads Subject Chapter ref. MULTI-STOREY DESIGN EXAMPLE Worked example 81 Design code Made by PEP Sheet no. BS 5950: Part 1: 2000 Checked by TRM Unit loads Column loads Cumulative column loads Level Floor Perim. Col.G6 Col.F6 Col.F7 Col.G6 Col.F6 Col.F7 kN/m 2 kN/m kN kN kN kN kN kN R � 4.37 1.5 93.7 210.6 (2) 93.7 93.7 210.6 93.7 8 (1) (3) P � � 3.14 18.8 152.4 151.3 152.4 246.1 361.9 246.1 ≤8≤ 4 � � 2.87 9.6 102.9 138.3 102.9 349.0 500.2 349.0 ≤7≤ 4 � � 2.87 9.6 102.9 138.3 102.9 451.9 638.5 451.9 ≤6≤ 4 � � 2.87 9.6 102.9 138.3 102.9 554.8 776.8 554.8 ≤5≤ 4 � � 2.87 9.6 102.9 138.3 102.9 657.7 915.1 657.7 ≤4≤ 4 � � 2.87 9.6 102.9 138.3 102.9 760.6 1053.4 760.6 ≤3≤ 4 � � 2.87 9.6 102.9 138.3 102.9 863.5 1191.7 863.5 ≤2≤ 4 � � 2.87 9.6 102.9 138.3 102.9 966.4 1330.0 966.4 ≤1≤ 4 2.87 9.6 102.9 138.3 102.9 1069.3 1468.3 1069.3 6 G � � 2.37 46.9 114.2 46.9 1116.2 1582.5 1116.2 B1 4 2.64 52.3 127.2 52.3 1168.5 1709.7 1168.5 B2 4 � � � � � Examples: (1) (3.14 ¥ 19.0) + (3.14 ¥ 0.8) + (18.8 ¥ 4.8)= 152.4 kN (2) (4.37 ¥ 46.6) + (4.37 ¥ 1.6) = 210.6 kN (3) 210.6 + 151.3 = 362.9 kN 2 4
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 82 Worked example Corus Construction Centre www.corusconstruction.com Column imposed loads Subject Chapter ref. MULTI-STOREY DESIGN EXAMPLE Design code Made by PEP Sheet no. BS 5950: Part 1: 2000 Checked by TRM Column loads *Cumulative column loads Level Imposed Imposed Col.G6 Col.F6 Col.F7 Col.G6 Col.F6 Col.F7 load load reduction kN/m 2 % kN kN kN kN kN kN R 1.5 0 31.7 76.3 31.7 31.7 76.3 31.7 � 8 (1) (2) P � � 7.5 0 145.7 355.9 145.7 177.4 432.2 177.4 ≤8≤ 4 � � 5 10 98.2 239.4 98.2 251.2 612.1 251.2 ≤7≤ ≤6≤ 4 � � 4 � � 5 5 20 30 98.2 98.2 239.4 239.4 98.2 98.2 305.4 339.9 744.1 (3) 828.2 305.4 339.9 ≤5≤ 4 � � 5 40 98.2 239.4 98.2 354.8 864.4 354.8 ≤4≤ 4 � � 5 40 98.2 239.4 98.2 413.7 1008.0 413.7 ≤3≤ 4 � � 5 40 98.2 239.4 98.2 472.6 1151.7 472.6 ≤2≤ 4 � � 5 40 98.2 239.4 98.2 531.6 1295.3 531.6 ≤1≤ 4 � 5 40 98.2 239.4 98.2 590.5 1439.0 590.5 � 6 G � � 5 40 98.2 239.4 98.2 649.4 1582.6 649.4 B1 4 � � 2.5 50 50.7 122.9 50.7 571.8 1393.0 571.8 B2 4 � *Values include % imposed load reductions Examples: (1) (7.5 ¥ 19.0) + (4.0 ¥ 0.8) = 145.7 kN (2) (7.5 ¥ 46.6) + (4.0 ¥ 1.6) = 355.9 kN (3) 76.3 + [(355.9 + 239.4 + 239.4 + 239.4) ¥ (1 - 30/100)] = 828.2 kN 2 5
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