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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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