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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) 1288 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. BLOCK - FILLED COLUMNS METHOD Unprotected universal sections with section factors up to 69m 1 (see overlea can attain 30 minutes fire resistance by fitting autoclaved aerated concrete blocks between the flanges tied to the web at approximately 1 m intervals PRINCIPLE Partial exposure of steel members affects fire resistance in two ways- Firstly the reduction of exposed surface area reduces the rate of heating by radiation and thus increases the time to reach failure temperature. Secondary, if the exposure creates both hot and cold regions in the cross section, plastic yielding occurs in the hot region and load is transferred to the stronger cooler region. Thus a non-uniformly heated section has a higher fire resistance than one heated evenly. FOR MORE DETAILED INFORMATION SEE:- BRE digest 317, Building Research Establishment, Garston, Watford WD2 7SR Telephone 01923 894040 .... 30 MINUTES .. Autoclaved aerated concrete blocks 4 Unprotected column flanges ADVANTAGES a) Reduced cost - compared with total encasement with insulation b) More slender finished columns occupy less floor space c) Good durability - high resistance to impact and abrasion damage LIMITATIONS With unprotected steel the method is limited to 30 minutes fire rating. When higher ratings are required exposed steel must be treated with the full insulation or intumescent coating thickness recommended for the higher rating. This method should not be used when the blockwork also forms a separating wall. In this case the column will be heated on one side only and thermal bowing may cause the wall to crack or collapse. In such cases the flange(s) should be protected. Alternatively, if the limit of wall deformation is known, the bowing can be calculated to ensure no integrity failure. Sheet Code ISF/No.04 January 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) METHODS OF ACHIEVING 30 MINUTES FIRE RESISTANCE COLUMN SECTION - AXIALLY LOADED (1) FREE STANDING SERIAL SIZE MASS/METRE PROTECTION METHOD mm kg RECOMMENDED 305 x 406 393 and over No fire protection required 356 x 406 340 and under 305 x 305 All weights 254 x 254 All weights 203 x 203 52 and over 203 x 203 46(2) Block filling with autoclaved aerated concrete blocks Apply fire protection 152 x 203 All weights material as per manufacturer's recommendations BEAM SECTIONS ACTING AS PORTAL FRAME STANCHIONS 1 914 x 419 All weights 914 x 305 289 No fire protection required *610x305 238 Fire resistance 1289 *914 x 305 252 and under 838 x 292 All weights 762 x 267 All weights 686 x 254 All weights *610 x 305 179 and under 610 x 229 All weights 533 x 210 All weights Block filling with autoclaved 457 x 191 All weights aerated concrete blocks 457x152 60andover 406x178 60andover 356 x 171 57 and over 305x165 54 305x127 48 254 x146 43 Apply fire protection Other beam sizes material as per manufacturer's recommendations Notes: 1) This table applies to sections designed to BS 5950: Part 1:1990 provided the load factor (yt) does not exceed 1.5 2) To achieve 30 mm fire resistance, a 203 x 203 x 46 kg/rn column with blocked in webs should be loaded only up to 80% of the maximum allowable per BS 449:Part 2:1969 or BS 5950:Part 1:1990 *3) The table revises BRE Digest 317(1986) in accordance with BS 5950:Part 8:1990
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