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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 Summary of NHF loads Level NHF kN Roof 20.9 Plant 43.0 8 30.6 7 30.6 6 30.6 5 30.6 4 30.6 3 30.6 2 30.6 1 30.6 Ground 25.8 Base 1 18.2 Base 2 Sway stiffness P–d effects Subject Chapter ref. MULTI-STOREY DESIGN EXAMPLE Worked example 87 Design code Made by PEP Sheet no. BS 5950: Part 1: 2000 Checked by TRM The NHF load case is considered as acting simultaneously with dead and imposed loads when no wind forces are acting. N.B. The NHFs should be applied in the two orthogonal directions (global X and Y) separately and may need to be applied in the positive and negative direction to give the worst effect All structures (including portions between expansion joints) should have sufficient sway stiffness, so that the vertical loads acting with the lateral displacements of the structure do not induce excessive secondary forces or moments in the members or connections. Where such ‘second order’ (P–d) effects are significant, they should be allowed for in the design of those parts of the structure that contribute to its resistance to horizontal forces. Sway stiffness should be provided by the system of resisting horizontal forces. Whatever system is used, sufficient stiffness should be provided to limit sway deformation in any horizontal direction and also to limit twisting of the structure on plan. Except for single-storey frames with moment-resisting joints, or other frames in which sloping members have moment-resisting connections, lcr should be taken as the smallest value, considering every storey. In the following table, the elastic critical buckling load factor lcr has been determined from: l = h/ ( 200 ¥ d) cr where h = storey height and d = storey drift due to NHFs 2 10 2.4.2.5 2.4.2.6
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) 88 Worked example Corus Construction Centre www.corusconstruction.com Subject Chapter ref. MULTI-STOREY DESIGN EXAMPLE Design code Made by PEP Sheet no. BS 5950: Part 1: 2000 Checked by TRM Because of symmetry one of the four braced towers only was modelled as a space frame analysed using CSC S-Frame Y F6 F7 TM . Basic load cases 1. Dead load 2. Reduced imposed loads 3. Wind loading (Y direction) 4. NHF (Y direction) Results from NHF load case Lateral Storey drift lcr Level disp. d mm mm R -45.02 � 8 6.00 6.67 P � � -39.02 ≤8≤ 4 � � -35.72 3.30 6.06 ≤7≤ 4 � � -32.26 3.46 5.78 ≤6≤ 4 � � -28.66 3.60 5.56 ≤5≤ 4 � � -24.99 3.67 5.45 ≤4≤ 4 � � -21.33 3.66 5.46 ≤3≤ 4 � � -17.67 3.66 5.46 ≤2≤ 4 � � -14.05 3.62 5.52 ≤1≤ 4 � -10.54 3.51 5.70 � 6 4.84 6.20 G � � -5.70 B1 4 � � -2.70 3.00 6.67 B2 4 0 2.70 7.41 � G6 PLAN 1r _______ Line of application of wind loads Line of application of vertical loads All nodes at G6 & F6 are restrained in x direction to model restraints provided by main building = restraint DIAGRAM OF TOWER MODEL •1 F6 /F7 2 11
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