This Published Document provides a framework for developing a rational methodology for design using a fire safety engineering approach through the application of scientific and engineering principles to the protection of people, property and the environment from fire. The Published Document considers the following issues:<\/p>\n
the conditions within a fire enclosure and their potential to cause fire spread;<\/p>\n<\/li>\n
the thermal and mechanical response of the enclosure boundaries and its structure to the fire conditions;<\/p>\n<\/li>\n
the impact of the anticipated thermal and mechanical responses on adjacent enclosures and spaces;<\/p>\n<\/li>\n
the structural responses of loadbearing elements and their effect on structural stability, load transfer and acceptable damage according to the design and purpose of the building;<\/p>\n<\/li>\n
fire following structural impact to the building.<\/p>\n<\/li>\n<\/ol>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 13<\/td>\n | Figure 1\u2003Overview of the PD 7974 series of Published Documents <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | Figure 2\u2003Inter-relationship between PD 7974-3 and the other sub-systems <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | Figure 3\u2003Methodology for interaction of all sub-systems in the PD 7974 series <\/td>\n<\/tr>\n | ||||||
| 29<\/td>\n | Figure 4\u2003\ufffdInteraction between the various professionals as part of the process in delivering a successful fire strategy <\/td>\n<\/tr>\n | ||||||
| 30<\/td>\n | Figure 5\u2003Interaction between the various professions and the design team in addressing PD 7974-3 factors <\/td>\n<\/tr>\n | ||||||
| 34<\/td>\n | Figure 6\u2003Routes for fire transmission <\/td>\n<\/tr>\n | ||||||
| 39<\/td>\n | Figure 7\u2003Procedure for quantitative analysis within PD 7974-3 <\/td>\n<\/tr>\n | ||||||
| 43<\/td>\n | Table 1\u2003Overview of means of analysis for each fire spread mechanism <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | Figure 8\u2003Potential outputs that can be obtained from various analysis methods <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | \tTable 2\tFlash-ignition temperatures <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | Figure 9\u2003Configuration factors for typical scenarios <\/td>\n<\/tr>\n | ||||||
| 54<\/td>\n | \tTable 3\tMaximum permitted radiation dose to building occupants <\/td>\n<\/tr>\n | ||||||
| 61<\/td>\n | Figure 10\u2003Nomogram for modification factor for ventilation <\/td>\n<\/tr>\n | ||||||
| 66<\/td>\n | Figure 11\u2003Nominal standard fire curves <\/td>\n<\/tr>\n | ||||||
| 68<\/td>\n | \tTable 4\tValues of kb <\/td>\n<\/tr>\n | ||||||
| 73<\/td>\n | Table 5\u2003Notional radiation levels from openings in enclosures <\/td>\n<\/tr>\n | ||||||
| 74<\/td>\n | Table 6\u2003Effect of automatic sprinklers on expected fire conditions <\/td>\n<\/tr>\n | ||||||
| 77<\/td>\n | \tTable 7\tGuidance on the material surface emissivity of construction materials <\/td>\n<\/tr>\n | ||||||
| 79<\/td>\n | \tFigure 12a)\tTime-temperature curves, at depths shown from surface for 1:2:4 Portland cement concrete with ham river sand and gravel aggregate \u2013 heated 2 hours <\/td>\n<\/tr>\n | ||||||
| 80<\/td>\n | \tFigure 12b)\tTime-isotherms and colour changes for 1:2:4 Portland cement concrete with ham river sand and gravel aggregate \u2013 heated 2 hours <\/td>\n<\/tr>\n | ||||||
| 82<\/td>\n | Figure 13\u2003Temperature distribution in slabs exposed to the standard fire on one side Figure 14\u2003\ufffdTemperature profiles at distances from the surface (mm) for a 300 mm \u00d7 300 mm concrete column for various fire resistance periods <\/td>\n<\/tr>\n | ||||||
| 85<\/td>\n | Figure 15\u2003Calculation of section factors <\/td>\n<\/tr>\n | ||||||
| 86<\/td>\n | \tTable 8\tCalculation of element factors (EF\u2009) <\/td>\n<\/tr>\n | ||||||
| 87<\/td>\n | Figure 16\u2003Calculation of element factors <\/td>\n<\/tr>\n | ||||||
| 88<\/td>\n | Table 9\u2003Typical set of coating thicknesses for a profile spray-applied protection system <\/td>\n<\/tr>\n | ||||||
| 89<\/td>\n | Figure 17\u2003Typical set of board thicknesses for a box encasement fire protection\u00a0system <\/td>\n<\/tr>\n | ||||||
| 92<\/td>\n | Figure 18\u2003Compartment parameters Table 10\u2003\ufffdLocation of columns between windows to avoid direct flame impingement \nDimensions in metres <\/td>\n<\/tr>\n | ||||||
| 93<\/td>\n | \tFigure 19\tSpandrel beam with shielded flanges \tTable 11\tSpandrel beams \nDimensions in metres <\/td>\n<\/tr>\n | ||||||
| 97<\/td>\n | Figure 20\u2003Calculation methods for determining the temperature profiles though masonry elements <\/td>\n<\/tr>\n | ||||||
| 98<\/td>\n | Figure 21\u2003\ufffdTemperature gradient through autoclaved concrete masonry with a density of 400 kg\/m3 to\u00a0800 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 106<\/td>\n | Table 12\u2003\ufffdRecommended fire protection thickness to compensate for deficiencies in concrete thickness\/reinforcement cover <\/td>\n<\/tr>\n | ||||||
| 139<\/td>\n | \tFigure 22\tTypical detail showing protection to a floor beam with a service\u00a0penetration <\/td>\n<\/tr>\n | ||||||
| 145<\/td>\n | Table 13\u2003\ufffdNotional period of fire endurance for which imperforate condition can be assumed for unproven elements subject to fire exposure <\/td>\n<\/tr>\n | ||||||
| 147<\/td>\n | Table 14\u2003Partial safety factors for loads (illustrative) <\/td>\n<\/tr>\n | ||||||
| 151<\/td>\n | \tFigure 23\tGeneral approach to structural fire safety design <\/td>\n<\/tr>\n | ||||||
| 156<\/td>\n | Figure 24\u2003Design methods for fire limit state (FLS) design adopted in BS EN 1992-1-2 <\/td>\n<\/tr>\n | ||||||
| 158<\/td>\n | \tFigure 25\tPrinciple design methodologies adopted in BS EN 1993-1-2 <\/td>\n<\/tr>\n | ||||||
| 163<\/td>\n | Table 15\u2003\ufffdNotional char depths for various species after 30 min and 60 min in the standard furnace test (BS 476-20) <\/td>\n<\/tr>\n | ||||||
| 164<\/td>\n | Table 16\u2003Values of kfi for different components\/elements <\/td>\n<\/tr>\n | ||||||
| 165<\/td>\n | \tFigure 26A\tDefinition of residual cross-section and effective cross-section <\/td>\n<\/tr>\n | ||||||
| 166<\/td>\n | \tFigure 26B\tRelationship between k0 and time of fire exposure for unprotected surfaces, and for protected surfaces where tch \u226420 min \tFigure 26C\tRelationship between k0 and time of fire exposure for protected surfaces where tch >20 min \tTable 16A\tDetermination of k0 <\/td>\n<\/tr>\n | ||||||
| 167<\/td>\n | Figure 27\u2003Equations 85 to 87 illustrated <\/td>\n<\/tr>\n | ||||||
| 169<\/td>\n | Table 17\u2003\ufffdMinimum thickness requirements for dense and lightweight aggregate masonry, single-leaf, loadbearing walls (extracted from NA to BS EN 1996-1-2:2005, Table NA.3.2) <\/td>\n<\/tr>\n | ||||||
| 172<\/td>\n | \tFigure 28\tVertical section on masonry (adapted from BS EN 1996-1-2:2005, Figure C.2) Table 18\u2003\ufffdValues of constant, c, and temperatures q1 and q2 by masonry material \u2013 (extracted from BS EN 1996-1-2:2005, Figure C.2) <\/td>\n<\/tr>\n | ||||||
| 176<\/td>\n | Figure 29\u2003\ufffdTypical examples of concrete floor slabs with profiled steel sheets with or without reinforcing bars (BS EN 1994-1-2) <\/td>\n<\/tr>\n | ||||||
| 177<\/td>\n | Figure 30\u2003Examples of composite floor beams (BS EN 1994-1-2) <\/td>\n<\/tr>\n | ||||||
| 178<\/td>\n | Figure 31\u2003Examples of composite columns (BS EN 1994-1-2) <\/td>\n<\/tr>\n | ||||||
| 180<\/td>\n | Figure 32\u2003Schematic representation of the compressive and tensile forces of a floor zone during fire <\/td>\n<\/tr>\n | ||||||
| 181<\/td>\n | Figure 33\u2003\ufffdIllustration of the defection of a multi-zone composite floor system with protected and unprotected members <\/td>\n<\/tr>\n | ||||||
| 182<\/td>\n | Figure 34\u2003Illustration of catenary action developed in a multi\u2013zone composite floor system <\/td>\n<\/tr>\n | ||||||
| 186<\/td>\n | \tFigure A.1\tVariation in thermal strain with temperature for siliceous and calcareous concrete <\/td>\n<\/tr>\n | ||||||
| 187<\/td>\n | Figure A.2\u2003Variation of specific heat with temperature for normal weight concrete (NC) and lightweight concrete (LC) as a function of temperature <\/td>\n<\/tr>\n | ||||||
| 188<\/td>\n | Figure A.3\u2003Variation of thermal conductivity of concrete with temperature <\/td>\n<\/tr>\n | ||||||
| 191<\/td>\n | \tFigure A.4\tMathematical model for stress-strain relationships under compression at elevated temperatures (see BS EN 1992-1-2:2004, Figure 3.1) <\/td>\n<\/tr>\n | ||||||
| 192<\/td>\n | \tFigure A.5\tVariation in coefficient kc(q) for describing the characteristic strength, fc,k, for siliceous and calcareous aggregates at elevated temperatures (see BS EN 1992-1-2:2004, Figure 4.1) Table A.1\u2003\ufffdValues for the main parameters of the stress-strain relationships of normal weight concrete with siliceous or calcareous aggregates (see BS EN 1992-1-2:2004, Table 3.1) <\/td>\n<\/tr>\n | ||||||
| 193<\/td>\n | Figure A.6\u2003\ufffdStress-strain relationships for normal weight siliceous concrete at elevated temperatures (see\u00a0BS EN 1994-1-2:2005, Figure B.1) <\/td>\n<\/tr>\n | ||||||
| 194<\/td>\n | Figure A.7\u2003\ufffdStress-strain curves allowing for cooling of a grade 40\/50 concrete (see BS EN 1994-1-2:2005, Figure C.2) <\/td>\n<\/tr>\n | ||||||
| 195<\/td>\n | Figure A.8\u2003\ufffdCoefficient kc,t (q) allowing for decrease of tensile strength (fck,t) of concrete at elevated\u00a0temperatures (see BS EN 1992-1-2:2004, Figure 3.2) \tTable A.2\tValues for the two main parameters of the stress-strain relationship \u2013 lightweight concrete at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 196<\/td>\n | \tTable A.3\tReduction of strength at elevated temperature <\/td>\n<\/tr>\n | ||||||
| 197<\/td>\n | Figure A.9\u2003Reduction of strength at elevated temperature <\/td>\n<\/tr>\n | ||||||
| 199<\/td>\n | Figure A.10\u2003Thermal elongation of carbon steel as a function of the temperature <\/td>\n<\/tr>\n | ||||||
| 200<\/td>\n | Figure A.11\u2003Thermal elongation of austenitic stainless steel as a function of temperature <\/td>\n<\/tr>\n | ||||||
| 201<\/td>\n | Figure A.12\u2003Specific heat of carbon steels as a function of temperature <\/td>\n<\/tr>\n | ||||||
| 202<\/td>\n | Figure A.13\u2003Specific heat of stainless steels as a function of temperature <\/td>\n<\/tr>\n | ||||||
| 203<\/td>\n | Figure A.14\u2003Thermal conductivity of carbon steel as a function of temperature Figure A.15\u2003Thermal conductivity of stainless steel as a function of temperature <\/td>\n<\/tr>\n | ||||||
| 204<\/td>\n | Table A.4\u2003Density of stainless steel at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 205<\/td>\n | Figure A.16\u2003Determination of heated perimeter (Hp) for various configurations of unprotected steel <\/td>\n<\/tr>\n | ||||||
| 206<\/td>\n | Figure A.17\u2003Determination of Hp for various configurations of protected steel members <\/td>\n<\/tr>\n | ||||||
| 207<\/td>\n | Figure A.18\u2003\ufffdStress-strain relationships for hot finished, structural steel at elevated temperatures (see BS\u00a0EN\u00a01993-1-2:2005, Figure 3.1) <\/td>\n<\/tr>\n | ||||||
| 208<\/td>\n | Table A.5\u2003\ufffdMathematical formulations of stress-strain relationships for hot finished structural steel at elevated temperatures (see BS EN 1993-1-2:2005, Figure 3.1) <\/td>\n<\/tr>\n | ||||||
| 209<\/td>\n | Figure A.19\u2003\ufffdGraphical presentation of the stress-strain relationships of hot rolled structural steel at elevated temperatures, with strain-hardening included (see BS EN 1994-1-2:2005, Figure A.2) Table A.6\u2003\ufffdReduction factors kq for stress- strain relationships of structural steel at elevated temperatures (see BS EN 1994-1-2:2005, Table 3.2) <\/td>\n<\/tr>\n | ||||||
| 210<\/td>\n | Figure A.20\u2003\ufffdAlternative stress-strain relationship for steel allowing for strain-hardening (see BS EN 1993-1-2:2005, Figure A.1) <\/td>\n<\/tr>\n | ||||||
| 211<\/td>\n | Table A.7\u2003\ufffdStrength reduction factor for structural steel grades 275 and 355 to BS EN 10025-1 and BS EN 10025-2 <\/td>\n<\/tr>\n | ||||||
| 212<\/td>\n | Table A.8\u2003Elevated temperature stress-strain data for grade 275 structural steel <\/td>\n<\/tr>\n | ||||||
| 213<\/td>\n | Table A.9\u2003Elevated temperature stress-strain data for grade 355 structural steel <\/td>\n<\/tr>\n | ||||||
| 214<\/td>\n | \tTable A.10\tValues for the three main parameters \ufffc of the stress\u2011strain relationships for cold worked reinforcing steel <\/td>\n<\/tr>\n | ||||||
| 215<\/td>\n | Table A.11\u2003\ufffdValues for the parameters of the stress-strain relationship of cold worked (cw) (wires and strands) and quenched and tempered (q & t) (bars) pre-stressing steel at elevated temperatures (see BS EN 1992-1-2:2004, Table 3.3) <\/td>\n<\/tr>\n | ||||||
| 216<\/td>\n | Figure A.21\u2003Reference curves for critical temperature of reinforcing and pre\u2011stressing steels Table A.12\u2003Strength reduction factor for cold formed galvanized steel to BS EN 10147 <\/td>\n<\/tr>\n | ||||||
| 217<\/td>\n | Figure A.22\u2003\ufffdReduction factors for the stress-strain relationship of cold formed and hot rolled thin walled steel at elevated temperatures Table A.13\u2003Reduction factors for carbon steel for the design of class 4 sections at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 218<\/td>\n | \tFigure A.23\tStrength reduction factors (SRF) for grade 8.8 bolts in shear and tension at elevated temperatures \tTable A.14\tStrength reduction factors for grade 8.8 bolts in shear and tension <\/td>\n<\/tr>\n | ||||||
| 219<\/td>\n | Table A.15\u2003Strength reduction factors for butt welds <\/td>\n<\/tr>\n | ||||||
| 220<\/td>\n | \tFigure A.24\tStrength reduction factors for fillet welds at elevated temperatures \tTable A.16\tStrength reduction factors for fillet welds at elevated temperatures (see BS EN 1993-1-2:2005, Table D.1) <\/td>\n<\/tr>\n | ||||||
| 221<\/td>\n | Figure A.25\u2003Stress-strain model for stainless steel at elevated temperatures Table A.17\u2003Stress-strain parameters for stainless steel <\/td>\n<\/tr>\n | ||||||
| 223<\/td>\n | Table A.18\u2003Factors for determination of strain and stiffness of stainless steel at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 225<\/td>\n | \tTable A.19\tReduction factor and ultimate strain for the use of advanced calculation methods <\/td>\n<\/tr>\n | ||||||
| 228<\/td>\n | \tTable A.20\tElastic modulus of aluminium alloys at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 229<\/td>\n | Table A.21\u2003\ufffd0.2% proof stress ratios, k0.2,q for aluminium alloys at elevated temperatures for up to 2 hours thermal exposure period <\/td>\n<\/tr>\n | ||||||
| 230<\/td>\n | Table A.22\u2003Design charring rates for timber, LVL, wood based panels and panelling <\/td>\n<\/tr>\n | ||||||
| 232<\/td>\n | \tFigure A.26\tRelationship between charring rate and time <\/td>\n<\/tr>\n | ||||||
| 233<\/td>\n | \tTable A.23\tVariation of specific heat capacity and density ratio \nof softwood at elevated\u00a0temperatures <\/td>\n<\/tr>\n | ||||||
| 234<\/td>\n | \tFigure A.27\tVariation in specific heat of softwood and charcoal \tFigure A.28\tTemperature-density ratio relationship for softwood with an initial moisture content of 12% <\/td>\n<\/tr>\n | ||||||
| 235<\/td>\n | \tFigure A.29\tVariation in thermal conductivity with temperature for wood and\u00a0charcoal \tTable A.24\tVariation of thermal conductivity with temperature <\/td>\n<\/tr>\n | ||||||
| 236<\/td>\n | \tFigure A.30\tReduction factor for strength parallel to the grain for softwood \tFigure A.31\tEffect of temperature on the elastic modulus of softwood parallel to\u00a0the grain <\/td>\n<\/tr>\n | ||||||
| 237<\/td>\n | Figure A.32\u2003\ufffdCalculation values of thermal strain eT of clay units with unit strength 12 N\/mm2 to 20 N\/mm2 and units with a density range of 900 kg\/m3 to 1\u2009200 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 238<\/td>\n | Figure A.33\u2003\ufffdCalculation values of thermal strain eT of calcium silicate units with unit strength 12 N\/mm2 to 20 N\/mm2 and a density range of 1\u2009600 kg\/m3 to 2\u2009000 kg\/m3 Figure A.34\u2003\ufffdCalculation values of thermal strain eT of lightweight aggregate concrete units (pumice) with unit strength 4 N\/mm2 to 6 N\/mm2 and a density range of 600 kg\/m3 to 1\u2009000 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 239<\/td>\n | Figure A.35\u2003\ufffdCalculation values of temperature-dependant material properties of autoclaved aerated concrete units with a density range of 400 kg\/m3 to 600 kg\/m3 Figure A.36\u2003\ufffdCalculation values of temperature-dependant material properties of clay units with a density range of 900 kg\/m3 to 1\u2009200 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 240<\/td>\n | Figure A.37\u2003\ufffdCalculation values of temperature-dependant material properties of lightweight aggregate concrete units (pumice) with a density range of 600 kg\/m3 to 1\u2009000 kg\/m3 Figure A.38\u2003\ufffdCalculation values of temperature-dependant material properties of calcium silicate units with a density range of 1\u2009600 kg\/m3 to 2\u2009000 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 241<\/td>\n | Figure A.39\u2003\ufffdCalculation values of temperature-dependant stress-strain diagrams of clay units with unit strength of 12 N\/mm2 to 20 N\/mm2 and a density range of 900 kg\/m3 to 1\u2009200 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 242<\/td>\n | Figure A.40\u2003\ufffdCalculation values of temperature dependent stress-strain curves of calcium silicate units with strength of 12 N\/mm2 to 20 N\/mm2 and a density range of 1\u2009600 kg\/m3 to 2\u2009000 kg\/m3 Figure A.41\u2003\ufffdCalculation values of temperature-dependent stress-strain curves of lightweight aggregate\u00a0concrete units (pumice) with strength of 4 N\/mm2 to 6 N\/mm2 and a density range\u00a0of 600 kg\/m3 to 1\u2009000 kg\/m3 <\/td>\n<\/tr>\n | ||||||
| 243<\/td>\n | Table A.25\u2003Thermal properties of common types of glass Table A.26\u2003Mechanical properties of some common glasses <\/td>\n<\/tr>\n | ||||||
| 245<\/td>\n | Table A.27\u2003Thermal properties of some common plastics <\/td>\n<\/tr>\n | ||||||
| 246<\/td>\n | Table A.28\u2003Mechanical properties of some plastics <\/td>\n<\/tr>\n | ||||||
| 247<\/td>\n | \tFigure A.42\tFlexural strength of glass polyester at elevated temperatures Table A.29\u2003Mechanical properties of some typical resins <\/td>\n<\/tr>\n | ||||||
| 248<\/td>\n | \tTable A.30\tMechanical properties of several types of fibre reinforcement \tTable A.31\tStrength properties of polyester laminates at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 249<\/td>\n | \tTable B.1\tComparison of expansion of materials used in composite sandwich\u00a0panels \tTable B.2\tComparison of specific heat capacity of materials used in composite sandwich\u00a0panels <\/td>\n<\/tr>\n | ||||||
| 250<\/td>\n | Figure B.1\u2003Thermal conductivity for various densities of mineral (rock) wool at elevated temperatures \tTable B.3\tThermal conductivity for various densities of mineral (rock) wool at elevated temperatures <\/td>\n<\/tr>\n | ||||||
| 251<\/td>\n | \tTable B.4\tConstants for calculating the thermal conductivity of mineral wool at elevated\u00a0temperatures \tTable B.5\tThermal conductivity of cellular glass \tTable B.6\tThermal conductivity of expanded polystyrene <\/td>\n<\/tr>\n | ||||||
| 252<\/td>\n | \tTable B.7\tThermal conductivity of extruded polystyrene \tTable B.8\tThermal conductivity of phenolic foam \tTable B.9\tThermal conductivity of polyisocyanate foam \tTable B.10\tThermal conductivity of rigid polyurethane foam <\/td>\n<\/tr>\n | ||||||
| 253<\/td>\n | \tTable B.11\tThermal conductivity through the cell gas for \nvarious blowing gases \tTable B.12\tTypical densities of core materials used in sandwich panels <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" Application of fire safety engineering principles to the design of buildings – Structural response and fire spread beyond the enclosure of origin<\/b><\/p>\n |