STAINLESS STEEL IN FIRE (SSIF) - Steel-stainless.org

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7.4 Conclusions 668 WP6: PARAMETRIC FIRE DESIGN 698.1 Objectives 698.2 External structures 698.2.1 Numerical analysis 698.2.2 Development of design guidance 728.3 Car park buildings 738.3.1 Numerical analysis 738.3.2 Development of design guidance 778.4 Conclusions 779 WP7: DESIGN AIDS AND SOFTWARE 799.1 Objectives 799.2 Mechanical properties of stainless steel at elevated temperatures 799.3 Design of stainless steel beams and columns in fire 819.4 Development of online software 8410 WP8: PROJECT CO-ORDINATION 8911 FINAL WORK PACKAGE REPORTS 9112 EXPLOITATION AND IMPACT OF RESEARCH RESULTS 9312.1 Technical and economic potential 9312.2 Dissemination of project results 9412.3 Publications and conference presentations resulting from the project 9513 CONCLUSIONS 97LIST OF FIGURES 99LIST OF TABLES 101REFERENCES 103Appendix A COEFFICIENTS FOR DESIGN OF COMPOSITE COLUMNS 105Appendix B SUMMARY OF STAINLESS STEEL COLUMN TESTS IN FIRE 107Appendix C TECHNICAL ANNEX 1094
ABSTRACTThe relatively sparse body of existing data on the behaviour of structural stainless steel at hightemperatures suggests that stainless steel performs very well between 600ºC and 800ºC due to itsstrength and stiffness retention characteristics. This report summarises the findings of a 3½ yearEuropean research project which studied the behaviour of a range of structural stainless steel solutionssubject to fire loading. The project included tests on materials, members and connections, numericalanalysis and development of design guidance aligned to the Eurocodes. It aimed to identify structuralsolutions which give a specified period of fire resistance without any fire protection applied to thesurface of the steel.The temperature development in a range of load-bearing and separating elements concepts designed tosuppress temperature rise was studied. From a programme of tests and numerical analysis on RHS withslender (Class 4) cross-sections, more economic design guidance was derived. Long fire resistanceperiods were exhibited in fire tests on concrete-filled stainless steel RHS and hybrid stainless-carbonsteel composite floor beams.Strength and stiffness retention characteristics for two austenitic grades not previously studied weredeveloped through a programme of transient state tests. The behaviour of external stainless steelcolumns and stainless steel columns in open car parks subject to realistic fire loads was studiednumerically. Tests on welded and bolted connections in fire enabled design guidance to be derived. Anonline design facility for predicting the fire resistance of cold formed stainless steel sections wasdeveloped.5
Page 1 and 2: Research Programme of the Research
Page 3: CONTENTSPage No.ABSTRACT 5FINAL SUM
Page 9: 8. WP7: Design aids and softwareRat
Page 12 and 13: 1.2Stiffness E( ) retention / E(20
Page 15 and 16: 3 WP1: FIRE RESISTANT STRUCTURES AN
Page 17 and 18: ExposedMid-depth ofinsulationInnerp
Page 20 and 21: system thus achieved a 60 minute fi
Page 22 and 23: than the carbon steel columns; the
Page 24 and 25: For case 1 (pinned ends), the stain
Page 26 and 27: 10 68.5 10 61.5θg2= 20°C; α = 9
Page 28 and 29: of part of the cross-section being
Page 30 and 31: Load testing:1000 kN PressEnd plate
Page 32 and 33: Table 4.3 shows failure times, fire
Page 34 and 35: 4.3.3 Design method for composite c
Page 36 and 37: 4.3.5 Design method for composite b
Page 38 and 39: 4.3.6 Comparison between stainless
Page 41 and 42: 5 WP3: CLASS 4 CROSS SECTIONS IN FI
Page 43 and 44: FWater cooled steelload equipmentSu
Page 45 and 46: Table 5.4 Comparison of strength re
Page 47 and 48: 5.3.3 Development of design guidanc
Page 49 and 50: 6 WP4: PROPERTIES AT ELEVATEDTEMPER
Page 51 and 52: Table 6.3Test programme for transie
Page 53 and 54: The following procedure used to eva
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Table 6.4Material reduction factors
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T= 100 °C T=200°CT= 300 °C T=400
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Grade 1.4318: Welded (W) v.s. Base
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Figure 7.5Connection design for bol
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Table 7.2Detailed results of shear
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dilatation caused by heating may ca
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8 WP6: PARAMETRIC FIRE DESIGNDetail
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Table 8.1Cross-sectionTemperature f
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analyses (Figure 8.2). The differen
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calculated according to EN 1993-1-4
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The following observations were not
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9 WP7: DESIGN AIDS AND SOFTWARE9.1
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9.3 Design of stainless steel beams
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Figure 9.4Column buckling tests at
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The main assumptions made by the so
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Figure 9.7Fire design software: fir
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11 FINAL WORK PACKAGE REPORTSAll de
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12.2 Dissemination of project resul
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13 CONCLUSIONSThis report summarise
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Figure 6.3 EN 1.4541 steel stress-s
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Table 8.5 Buckling resistance at ro
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[22] ECSC Final Report, Development
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Table A.4Values of parameters L θ
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Table B.1Experimental data on stain
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EUROPEAN COMMISSIONRESEARCH DIRECTO
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