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Literature Study on Aluminium Structures Exposed to Fire

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Literature Study on Aluminium Structures Exposed to Fire NETHERLANDS INSTITUTE FOR METALS RESEARCH TECHNICAL UNIVERSITY OF EINDHOVEN TNO BUILT ENVIRONMENT AND GEOSCIENCES Netherlands Institute for Metals Research Report 1 Literature Study on Aluminium Structures Exposed to Fire Date June, 2005 Author(s) J. Maljaars Tel +31 15 276 3464 Fax +31 15 276 3016 E-mail [email protected] Report no. O 2005.14 Number of pages 128 Number of appendices 6 Sponsor Netherlands Institute of Metals Research (NIMR) Project name PhD Aluminium Structures exposed to fire Description This report is a background document on the PhD research “Local buckling of aluminium sections exposed to fire” 2 / 138 Report 1 | Literature Study on Aluminium Structures Exposed to Fire Report 1 | 3 / 138 Literature Study on Aluminium Structures Exposed to Fire Preface This report gives the results of a literature study to aluminium structures exposed to fire. The report is a background document for the PhD research “Local buckling of slender aluminium sections exposed to fire”. This research is carried out under project number MC1.02147 in the framework of the Strategic Research programme of the Netherlands Institute for Metals Research in the Netherlands (www.nimr.nl). The author would like to thank Dr. J.H.H. Fellinger (TNO Built Environment and Geosciences), B.W.E.M. van Hove (TNO Built Environment and Geosciences and Eindhoven University of Technology) Prof. H.H. Snijder (Eindhoven University of Technology), Prof. F. Soetens (TNO Built Environment and Geosciences and Eindhoven University of Technology) and Ir. L. Twilt (TNO Built Environment and Geosciences) for their continuous support in the establishment of this report. TNO Built Environment and Geosciences is kindly acknowledged for the provision of test facilities, work place and software. Further, Prof. T. Höglund (KTH, Royal Institute of Technology, Stockholm), G.J. Kaufman (Alcoa, USA), S. Lundberg (Hydro Aluminium Structures, Norway), Prof. Dr. F.M. Mazzolani and his group at the University of Naples "Federico II" and Dr. J. Mennink (TNO Built Environment and Geosciences) are acknowledged for providing additional information on articles and papers and on the background of the Eurocode for aluminium structures. 4 / 138 Report 1 | Literature Study on Aluminium Structures Exposed to Fire Report 1 | 5 / 138 Literature Study on Aluminium Structures Exposed to Fire Summary This report gives the results of a literature study to aluminium structures exposed to fire. The report is a background document for the PhD research “Local buckling of slender aluminium sections exposed to fire”. Especially the low density, low melting point and high thermal conductivity cause aluminium structures to be sensitive to fire, compared to steel. Thermal properties of aluminium alloys are sufficiently known to be able to make a fire design of an aluminium structure. Results of tensile tests show that the strength and stiffness reduce already at moderately elevated temperatures. The strength reduction depends on the alloy and the temper. For some alloys (the heat treatable ones), the strength reduction depends on the thermal exposure period. Basically, codes for aluminium or steel structures exposed to fire (EN 1999-1-2 [7] and EN 1993-1-2 [4] respectively) distinguish the same failure mechanisms as in normal temperature design. The few tests on aluminium components found in literature confirm this. However because of changes in mechanical properties, visco-plastic behaviour and thermal expansion, other failure mechanisms may become decisive in fire compared to room temperature. Thermal expansion may result in large deformations or, when thermal expansion is partially or entirely restrained, in high internal stresses. The coefficient of thermal expansion of aluminium is approximately two times that of steel. Additionally, creep may on the one hand decrease the material strength, and on the other hand result in large deformations and / or relaxation of stresses. Contrarily to steel structures, only a few fundamental studies were carried out to fire exposed aluminium structures and no experience of aluminium structures in real fires is available. The amount of calculation models in the Eurocode for fire design of aluminium structures, EN 1999-1-2 [7], is therefore limited and many calculation models are not validated with tests. For some important failure mechanisms, such as failure of connections and local buckling, no calculation models are incorporated in the code. Studies to these failure mechanisms on which general conclusions could be based are not found in literature. Because of the thin wall thicknesses usually applied in aluminium extruded sections, in combination with the high ratio between strength and modulus of elasticity, aluminium structures are relatively sensitive to local buckling. It is a first and essential step to determine a mechanical response model for local buckling of aluminium at elevated temperature. 6 / 138 Report 1 | Literature Study on Aluminium Structures Exposed to Fire Report 1 | 7 / 138 Literature Study on Aluminium Structures Exposed to Fire Symbol list Chapter 2 “+” = To be combined with η = Reduction factor, ratio between design value of actions in fire and design value of actions for fundamental combination ψ0 = Factor for combination value of a variable action ψ1 = Factor for the frequent value of a variable action ψ2 = Factor for the quasi-permanent value of a variable action γG = Partial factor for a permanent action, also accounting for model uncertainties and dimensional variations γP = Partial factor for prestressing actions γQ = Partial factor for a variable action Ad = Design value of an accidental action (fire action) Gk,j = Characteristic value of permanent action j P = Relevant representative value of a prestressing action Qk,1 = Characteristic value of the leading variable action 1 Qk,i = Characteristic value of the accompanying variable action i Chapter 3 Index p = insulation layer Index al = aluminium α = Coefficient of heat transfer by convection εm = Emissivity of the member εf = Emissivity of the flames λ = Conductivity ρ = Density θg = Gas temperature [ºC] θm = Member temperature [ºC] σ = Constant of Stephan-Bolzman (=5,67 . 108 W/m2K4) c = Specific heat q = Heat flow dp = Thickness of the insulation layer hrad = Radiative heat flux hcon = Convective heat flux ksh = Correction factor for the shadow effect qcon = Convective heat flow qrad = Radiative heat flow t = Time A = Exposed surface area per unit length Q = Accumulated heat Tm = Temperature of the member [Kelvin] Tr = Effective radiation temperature of the environment [Kelvin] V = Volume of the member per unit length Chapter 4 αT = Coefficient of linear thermal expansion ε = Strain ε& = Strain rate εb = Homogeneous strain (strain at ultimate stress) εcr = Creep strain 8 / 138 Report 1 | Literature Study on Aluminium Structures Exposed to Fire εcr,0 = Primary creep strain ν = Poisson ratio (or coefficient of lateral contraction) θlower = Temperature of the bottom flange θupper = Temperature of the top flange ρo,haz = Ratio between 0,2% proof stress in heat affected zone and in parent material at room temperature σ = Stress f0,1 = 0,1 % proof stress f0,2 = 0,2 % proof stress at room temperature f0,2,θ = 0,2 % proof stress at elevated temperature θ f0,2,θ,haz = 0,2% proof stress of the heat affected zone at elevated temperature θ fc,x%, y min = Stress level to obtain a creep deformation of x % after y minutes under stress fp = Proportional limit fr = Rupture stress at room temperature fr,θ = Rupture stress at elevated temperature θ fu = Tensile strength at room temperature fu,θ = Tensile strength at elevated temperature fy = Yield stress h = Beam height k0,2,θ = Relative value of the 0,2% proof stress at elevated temperature θ m = Strain rate sensitivity index n = Strain hardening exponent t = Time tT = Temperature compensated time A50 = Strain at rupture C = Alloy- and temper-dependent constant, chosen such that the stress values of all tests fall on the same master curve E = Modulus of elasticity at room temperature Eθ = Modulus of elasticity at elevated temperature θ G = Shear modulus ∆H = Activation energy required for creep K = Constant in the stress-strain-strain rate relation L = Beam span PLM = Larson-Miller time-temperature parameter R = Universal gas constant T = Member temperature Z = Constant slope of the creep strain – temperature compensated time curve Chapter 5 χ = Buckling factor ν = Coefficient of lateral contraction (Poisson ratio) τ = Plasticity reduction factor ε = Slenderness parameter at room temperature σ = Stress εθ = Slenderness parameter at elevated temperature θ σav = Average value for the stress σcr = Critical stress at room temperature σcr,θ = Critical stress at elevated temperature θ σmax = Maximum stress in a plate in the post-buckling range λrel = Relative slenderness σu,MK = Ultimate buckling stress according to method Mennink ∆y = shift of the neutral axis Report 1 | 9 / 138 Literature Study on Aluminium Structures Exposed to Fire a = Plate dimension in direction of the load (length) b = Plate dimension perpendicular to load direction (width) beff = Effective width bw = Beam width e = Eccentricity e0 = Eccentricity before loading eT = Eccentricity caused by bending due to unequal thermal expansion f0,2 = 0,2 % proof stress at room temperature f0,2 = 0,2% proof stress f0,2,θ = 0,2 % proof stress at elevated temperature θ fp = Proportionality limit at room temperature fp,θ = Proportionality limit at elevated temperature θ fy = Yield stress
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