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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) 1300 Fire resistance STEELWORK IN FIRE INFORMATION SHEET This series of information sheets is intended to illustrate methods of achieving fire resistance in steel structures. It should not be used for design without consulting detailed design guidance referenced below. WEB INFILLED COLUMNS METHOD Shear connectors are shot fired or welded to the web of the column. A web stiffening plate is welded to the column below the connection zone to contain the concrete. The area below the stiffener and between the flanges is then filled with concrete. PRINCIPLE In cold design any beneficial effects of the concrete are ignored. In fire however, as the steel becomes hot, the load is transferred to the concrete. Load transfer is accommodated both by the shear studs and the welded stiffener plate. The unconcreted part of the column and the connections are protected by the same system used to protect the steel beam. ADVANTAGES - Fire resistance periods of 60 minutes can be achieved in most cases without fire protection to the exposed flanges. UP TO 1 HOUR UNPROTECTED FOR MORE DETAILED INFORMATION SEE:- SCI Publication 124 "The Fire Resistance of Web Infilled Steel Columns" Ths Steel Construction Institute (01344 23345) - For higher periods of fire resistance reduced fire protection thicknesses are required. - The complete column can be constructed off-site. - The complete section takes up no space not already occupied by the steel column. LIMITATIONS a) The method should not be used where a high specification is required and the column is exposed. b) Although the system can be used in simple construction where moments are relatively small, it is not suitable for columns in moment resisting frames. c) For fire resistance periods over 60 minutes, fire protection to the exposed perimeter will always be necessary. d) The method can only be used for 203x203x46 UC5 and above in size. Sheet Code ISF/No.11 April 1997
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) Typical recommendations for fire resistance of Web Infilled Columns, taken from the Steel Construction Institute publication, are given in Table 1 Table I Fire Resistance 60 minutes Column Grade $275 Section Size Moment Load Compressive Capacity (kN) at effective Capacity (kNm) Ratio1 lengths used for normal design M M 203 x 203 x 46 40.3 22.9 203 x 203 x 52 47.0 25.4 203 x 203 x 60 56.7 29.0 203 x 203 x 71 69.9 34.6 2500mm 3000mm 3500mm 4000mm 4500mm 0.57 744 682 616 551 488 0.54 803 738 669 600 533 0.52 882 881 735 659 586 0.49 974 899 820 740 662 1Load Ratio is defined in B55950 Part 8 as the ratio of the load at the fire limit state to the cold capacity of the section. M = the moment capacity in fire conditions for bending about the x - x axis. M = the moment capacity in fire conditions for bending about they - y axis. Fire resistance 1301
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