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    Simple Approach for Calculating Inelastic Deflections of Simply

    Supported Steel Beams under Fire

    Authors:

    Shahid Iqbal, Michigan State University,East Lansing, MI 48824-1126, [email protected]

    Mahmud Dwaikat, Michigan State University,East Lansing, MI 48824-1126,[email protected]

    Ronald S. Harichandran, Michigan State University, Phone: 517-355-5107, Fax: 517-432-1827

    East Lansing, MI 48824-1126, [email protected]

    ABSTRACT

    A simple approach is proposed for predicting inelastic deflections of simply supported steel

    beams subjected to fire conditions. In this method, the same equations used for calculating elasticdeflections of beams at room temperature are used with an equivalent flexural rigidity.

    Simplified equations for the equivalent flexural rigidity are developed using moment-curvature

    relationships of steel beams. The effect of creep on deflection, which is significant under fire, isimplicitly accounted for in the equivalent flexural rigidity equations. The simplified method is

    validated with deflections predicted using the ANSYS computer program for a range of load

    ratios and heating rates. The proposed approach is simple enough to use in any fire-resistantdesign specification.

    INTRODUCTION

    Over the last decade, performance-based codes which allow more rational engineering

    approaches for the fire design of steel members have been promoted. Consequently, the AISCSteel Construction Manual [AISC, 2005] now allows steel beams to be designed against fire

    using room temperature design specifications and reduced material properties. The AISC Manual

    specifies that for structural elements, the governing limit state is loss of load-bearing capacity.

    However, the AISC Manual also specifies that excessive deformations are not acceptable if theydamage the slabs and walls of the compartment to the extent that these components cannot

    control the horizontal and vertical spread of fire. Additionally, deformations need to be limited

    because long beams may fail due to an abrupt increase of their deflection, despite the fact thatthey may have not reached their ultimate load bearing capacity [Skowronski, 1990].

    Since design under fire may be governed either by the strength or deflection limit states, both

    should be considered. While most design specifications have simple design equations for thestrength limit state of steel beams, no simple design equations are available for estimating

    deflections of steel beams exposed to fire. Under fire, the stiffness of steel members reduces

    significantly, deflections are likely to be in the inelastic regime, and equations available forestimating the elastic deflections are not applicable. While the deflections of steel beams exposed

    to fire can be estimated using finite element analyses, it is desirable to have a simplified method

    for use in routine fire resistant design.

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    APPROACH FOR DEVELOPING SIMPLIFIED METHOD

    Design specifications such as the AISC Manual allow steel beams exposed to fire to be designed

    using room temperature design specifications with reduced material properties. According to this

    concept, under fire conditions, the elastic deflections of steel beamscan be calculated using room

    temperature deflection equations and reduced material properties. For example, the deflection ofa uniformly loaded simply supported beam can be calculated as:

    IE

    wL

    Ts,

    4

    384

    5= (1)

    where L = length of the beam, w = load per unit length, I = moment of inertia of the cross-

    section, Es,T = reduced elastic modulus calculated as kEEs,20C, Es,20C= elastic modulus used atroom temperature, and kE = stiffness reduction factor that accounts for reduction in stiffness of

    steel at elevated temperatures.

    At elevated temperatures, the stiffness of the steel beams degrades rapidly, the deflections arelikely to be beyond the elastic range, and (1) cannot be used in most cases. However, in the

    inelastic range, (1) may be used for calculating deflections of steel beams by using an equivalentflexural rigidity,(Es,TI)eq, instead ofEs,TI. This concept is similar to the one used to calculate the

    deflections of reinforced concrete beams by using an equivalent moment of inertia that accountsfor cracking. Therefore, it is proposed that in the inelastic range the deflection of a uniformly

    loaded simply supported beam be calculated as:

    eqTs IE

    wL

    )(384

    5

    ,

    4

    = (2)

    The moment curvature relationship of a typical steel section at any steel temperature, T, is

    shown in Figure 1, whereinMis the applied moment, (Es,TI)1 is the initial flexural rigidity, and

    (Es,TI)2 is the minimum secant flexural rigidity at the ultimate condition:

    u

    TuTs

    MIE

    ,2, )( = (3)

    where u = ultimate curvature, Mu,T= ZxFy,T = ultimate moment capacity, and My,T = SxFy,T =

    yield moment capacity. Zx and Sx are the plastic and elastic section modulus, respectively, andFy,T = kyFy,20C = yield strength at steel temperature, T,Fy,20C = nominal yield strength at room

    temperature, and ky = yield strength reduction factor which accounts for reduction in steel

    strength at elevated temperatures.

    The equivalent flexural rigidity, , will lie between (Es,TI)1 and (Es,TI)2 and can be

    obtained from the deflection equations applicable in the elastic regime. For example, for a

    uniformly loaded, simply supported beam, using (2):

    eqTs IE )( ,

    T

    eqTs wLIE

    =3845)(

    4

    , (4)

    Using (4), the relationship between (Es,TI)eq and applied moment M can be obtained for

    different values of applied load, w, provided the deflection, T, of the beam is known at

    temperature T. For developing this relationship, the deflections of beams were obtained using theANSYS finite element software which is capable of handling geometric and material non-

    linearity as well as thermal analysis [ANSYS Inc., 2007].

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    IEkIE

    CsETs o20,1,)( =

    FIGURE 1 - TYPICAL MOMENT-CURVATURE DIAGRAM FOR A STEEL SECTION

    The ANSYS finite element model comprised of two sub-models, namely the thermal model

    and the structural model. The thermal model provided the temperature distribution in the steelmember which was applied as a thermal-body-load in the structural model of the steel beam. For

    thermal analyses, two types of elements, namely PLANE55 and SURF151 were used. The cross-

    section of the steel beam was meshed with PLANE55 elements and heat transferred throughconvection and radiation was applied on the exposed boundaries of the section using the

    SURF151 element. A convective heat transfer coefficient ofc = 25 W/(m2.C) and a Stefan

    Boltzmann radiation constant of= 5.6710-8

    W/(m2

    K4) were used. For structural analysis, the

    beam was discretized using 90 BEAM189 elements which can account for material and

    geometrical nonlinearities. Stress-strain curves developed by Poh (2001) and shown in Figure 2

    were used in the ANSYS finite element model.Test data reported by Wainman [1987] was used to validate the structural finite element

    model in ANSYS. The tested beam was a simply supported and uniformly loaded

    UB35617167 section. Figure 3, which shows the deflections predicted by ANSYS and thoseobtained from tests, indicates that ANSYS predicts the mid-span deflection of the beam verywell.

    The equivalent flexural rigidity versus applied moment curves were obtained for several

    representative steel sections using the ANSYS model described above and (4). To ensure that theexpression for the equivalent flexural rigidity being developed is applicable for a range of steel

    temperatures, the equivalent flexural rigidity curves were calculated at steel temperatures ranging

    from 20C to 800C. The equivalent flexural rigidity curves will vary for different steel sectionsbecause each beam has different (Es,TI)1 and (Es,TI)2. Therefore, the equivalent flexural rigidityvs. applied moment curves were normalized using:

    2,1,

    2,,

    )()(

    )()(

    IEIE

    IEIE

    TsTs

    TseqTs

    = (6)

    and

    TyTu

    Ty

    MM

    MM

    ,,

    ,

    = (7)

    where = normalized flexural rigidity, and = normalized inelastic moment. The normalized

    curves are shown in Figure 4.

    u

    TuTs

    MIE

    ,2, )( =

    u,T

    y,T

    uCurvature,

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    0

    0.2

    0.4

    0.6

    0.8

    1

    1.2

    1.4

    0 5 10 15 20 25 30

    Cy

    Ts

    F o20,

    ,

    ( )CsCy

    Ts

    EF oo20,20,

    ,

    200

    20 C

    400 C

    600 C

    800 C

    0

    0.20.4

    0.6

    0.8

    1

    0 200 400 600 800 1000

    Temperature, C

    CsTsEE o

    20,,/

    CyTyFF o

    20,,/

    FIGURE 2 - MECHANICAL PROPERTIES FOR STRUCTURAL STEEL AT ELEVATED TEMPERATURE

    0

    200

    400

    600

    800

    0 5 10 15 20 25 30

    Time, min

    SteelTemperature,

    C

    0

    20

    40

    60

    80

    100

    120

    140

    160

    Mid-spanDeflection,mm

    Model

    Test

    Temp. of Top Flange

    L =4500

    Load = 35% of R.T ultimate capacity

    Tem p. of Bottom Flange

    FIGURE 3 - COMPARISON OF DEFLECTIONS PREDICTED BY ANSYS WITH TEST DATA

    Through curve fitting, the following relationship was developed between the normalizedflexural rigidity and the normalized inelastic moment:

    24.11

    1

    +

    = (8)

    Equation (8) is also shown in Figure 4. From (6), (7) and (8), the equivalent flexural rigidity maybe expressed as:

    2

    2,1,2,,

    4.11

    )()()()(

    +

    +=

    IEIEIEIE

    TsTsTseqTs (9)

    Creep is insignificant in structural steel at room temperature, but it becomes very significantat temperatures above 400C, especially at higher loads. Despite the significant effect of creep

    deformations in steel structures exposed to fire, creep is usually not explicitly included in thedesign process under fire because of the lack of data and difficulty of calculations. The usual

    assumption made is that the stress-strain relationships used for fire design are effective

    relationships which implicitly include creep deformations [Buchanan, 2001]. Other researchers[Anderberg, 1986 and Poh, 1995) have shown how creep deformations can be explicitly included

    in computer models. Since the main focus of this study was to develop a simple approach for

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    calculating deflections, instead of including creep deformations through a separate factor that islikely to be complex, the effect of creep deformations on the equivalent flexural rigidity is

    accounted for by obtaining a fitted equation (8) that is a lower bound of the curves shown in

    Figure 4. In the next section, while validating the simplified method, creep deformations are

    explicitly included in the ANSYS analysis and it is shown that the equivalent flexural rigidity

    expression obtained from (8) gives very reasonable results.

    0.0

    0.2

    0.4

    0.6

    0.8

    1.0

    0.0

    0.5

    1.0

    1.5

    2.0

    2.5

    3.0

    3.5

    4.0

    4.5

    5.0

    Normalized Moment,

    NormalizedRigidity,

    T=20C

    T=200C

    T=400C

    T=500C

    T=600C

    T=800C

    Equation

    FIGURE 4 - NORMALIZED FLEXURAL RIGIDITY VS. NORMALIZED INELASTIC MOMENT CURVES

    VALIDATION OF SIMPLIFIED METHOD

    For simplicity, most design specifications such as the AISC Manual and Eurocode 3, allow the

    use of a uniform temperature distribution across the steel section. The uniform temperature can

    be calculated by simple thermal analysis methods (e.g., lumped heat capacity method) instead ofsophisticated computer software. Therefore, the simple approach developed herein is based on

    the assumption of a uniform temperature distribution.In performance based approaches currently being promoted, there is likely to be a limit on

    deflections to ensure the integrity of the fire compartment and to provide safe conditions for firefighters. Until now, this deflection limit is not well defined or agreed upon. However, the British

    Standard [BS 476-20, 1987] suggests a deflection limit ofL/20 that has been adopted by most

    researchers. In validating the proposed approach, it is therefore appropriate to compare the fireresistance time given by the simple approach with that predicted by ANSYS when the mid-span

    deflection of the beam reaches the limiting value ofL/20.

    As mentioned earlier, creep is insignificant in structural steel at room temperature, but it

    becomes very significant at elevated temperatures. Creep deformations are significant at slowerheating rates and higher loads. It is desirable that the proposed approach be applicable to varying

    heating rates of steel (slow or fast) and all load ratios. Load ratio is the ratio of applied loadunder fire to the load that would cause collapse at room temperature. Therefore, the simple

    approach is calibrated for different heating rates of steels and for different load ratios.

    To determine whether the simple approach works for all heating rates, four fire scenariosproducing different heating rates of steel were selected. Slow and fast heating rates of steel

    sections represent well insulated and poorly insulated (or unprotected) steel beams, respectively.

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    The deflections predicted by the simple approach and ANSYS are shown in Figure 5. The simpleapproach gives deflections very close to those predicted by ANSYS and the maximum difference

    in the fire resistance time (i.e., the time when the deflection reaches the limit ofL/20) from the

    two computations is less than 2%.

    0

    75

    150

    225

    300

    375

    450

    0 20 40 60 80 100 1Time, min

    Deflection,mm

    20

    Deflection

    limit = L/20

    HR = 5C/min.

    HR = 10C/min.

    HR = 30C/min.

    HR = 15C/min.

    FIGURE 5 - DEFLECTIONS PREDICTED BY ANSYS (BROKEN LINES) AND SIMPLE APPROACH (SOLID

    LINES) FOR DIFFERENT HEATING RATES

    The deflections predicted by the simple approach for five load ratios are compared with the

    ANSYS predictions in Figure 6. The two methods give very similar deflections and the

    maximum difference in the fire resistance times is less than 10% at the deflection limit ofL/20.Most buildings have a load ratio of 0.5 or less under fire [Buchanan 2001], and the simplified

    method gives very accurate results in this range.

    In all the preceding comparisons, in the elastic range (i.e., until the deflection reaches a valueof about 75 mm), the simple approach predicts deflections smaller than those predicted by

    ANSYS. Elastic deflections were estimated using the reduced initial flexural rigidity, (Es,T)1 =

    kEEs,20CI, where, kE accounts for reductions in the elastic modulus at elevated temperatures.

    Under-prediction of deflections in the elastic range is most likely due to the reduction in the

    elastic modulus being somewhat low in the beginning. However, deflections less than 75 mm arenot considered significant from a fire design point-of-view, and therefore the inaccuracy of thesimple approach in the elastic range is not important.

    CONCLUSIONS

    A simple approach is developed for predicting deflections of simply supported steel beamsexposed to fire. In this approach, deflections are predicted by the same equations used for

    predicting elastic deflections of beams at room temperature with an equivalent flexural rigidity.

    At the deflection limit ofL/20, the simple approach predicts deflections very close to thosepredicted by the ANSYS finite element program which accounts for thermal and creep effects.

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    The proposed approach is very simple and can be included in design specifications for fire-resistant design of simply supported steel beams.

    0

    75

    150

    225

    300

    375

    450

    0 20 40 60 80 100 120 140Time, min.

    Deflection,mm

    Deflection

    limit = L/20

    LR = 0.80

    LR = 0.70

    LR = 0.60

    LR = 0.50

    LR = 0.35

    FIGURE 6 - DEFLECTIONS PREDICTED BY ANSYS (BROKEN LINES) AND SIMPLE APPROACH (SOLID

    LINES) FOR DIFFERENT LOAD RATIOS

    REFERENCES

    [1] AISC, Steel construction manual, 13th edition, American Institute of Steel Construction, Inc, 2005.

    [2] Anderberg, Y. , Measured and predicted behavior of steel beams and columns in fire,Lund Institute of

    Technology, Lund, Sweden, 1986.[3] ANSYS Inc., ANSYS software and manual,Release 11.0SP1 UP20070830, 2007.

    [4] BS 476-20, Tests on building materials and structures part 20: method for determination of the fire resistance

    of elements of construction (general principles), 1987.

    [5] Buchanan, A. H. , Structural design for fire safety, John Wiley & Sons, Inc., New York, 2001.[6] Poh, K. W., Stress-strain-temperature relationship for structural steel,Journal of Materials in Civil

    Engineering, ASCE, 13(5), 2001, pp.371-379.

    [7] Poh, K. W. and Bennette, I. D., Analysis of structural member under elevated temperature conditions,Journal

    of Structural Engineering, ASCE, 121(4), 1995, 664-675.

    [8] Skowronski, W., Load capacity and deflection of fire-resistant steel beams,Fire Technology, 1990, pp. 310-

    328.

    [9] Wainman, D. E. and Kirby, B. R., Compendium of U.K. standard fire test data on unprotected structural steel,

    Report No. RS/RSC/S10328/1/87/B, British Steel Corporation, 1987.

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