A New Method for Predicting the UL of Circular CFST Columns

Concrete filled steel tube structures have gained booming development in recent decades, especially in China. Simplified methods have been proposed in design codes, such as the Eurocode 4 (EC4) and the China engineering and construction specification (CECS). In EC4, the confinement effect is reasonably related to slenderness and load eccentricity. The CECS method is much straight forward in that the slenderness ratio and load eccentricity are treated as independent reduction factors. To make use of the advantages of both the CECS and the EC4 methods, the CECS method is modified to consider the confinement effect associated with slenderness and load eccentricity. It is shown that the proposed method can predict well the ultimate load capacity of circular section concrete filled steel tube columns.


Introduction
Concrete filled steel tube (CFST) columns have been widely used in high rise buildings and bridges.Previous researches have shown that the mutual strengthening mechanism of the steel tube and the concrete core helps to gain higher load capacity, especially in circular CFST columns.This mechanism has attracted significant research efforts on the development of simplified methods to predict the ultimate load capacity (UL) of CFST columns.The outcomes have been incorporated into design codes, such as EC4 [1], LRFD [2], AIJ [3], CECS [4], DL/T [5] and so on.
The philosophy behind these methods may be different; however, the accuracy of them is reasonable in that they are more or less based on statistical analysis on available test data.No doubt, this is a right way in scientific research and application.
However, since each method has its own material properties and methodology, the equivalency behind them seems vague.It is meaningful to develop a new method which makes the best of the pros but cons of the methods.This research aims to derive a new UL prediction method based on CECS and EC4 crosswise.

Simplified UL Prediction Methods in CECS and EC4
In CECS, the UL of a CFST column is calculated by where is the cross section resistance derived from limit equilibrium state [6]; and are  independent reduction factors considering stability and load eccentricity, respectively, obtained from regressive analysis on test data.
    Note that there is no eccentricity limit in Equation (4).In EC4, the UL of a CFST column is calculated by is the cross section resistance considering the influence of confinement effect, which is related to load eccentricity and slenderness.
where a  and c  are the steel strength reduction factor and concrete strength enhancement factor (due to confinement effect), respectively, when 10 e D  and 0 5 .

 
;  is the relative slenderness of the CFST column.Otherwise, the strengthening effect is neglected.
 is analogues to the column buckling resistance reduction factor derived theoretically from a steel column with initial out-of-straightness deflection at mid-height with a little modification [7].
Apparently, the EC4 approach is different from CECS in that the load eccentricity is no longer an independent parameter, neither is the slenderness effect.Therefore, the philosophy behind CECS and EC4 is different.In addition, the stress-strain relationships of confined concrete are different.
In CECS, a nonlinear restrained concrete property is employed.
  In EC4, the restraining effect can be expressed in the following form as prescribed in EC2 [8]. where From the illustration above, it is clear that the CECS method is much simpler.However, the effects of load eccentricity and slenderness on the strength of concrete are not clear in CECS.This triggers the motive of this research to develop a method which absorbs the merits of these two methods: inheriting the simple framework of the CECS method, but explicitly enriching the reduction factors with the confinement characteristics prescribed in the EC4.

The Cross Section Resistance of CFST Columns
In limit equilibrium state, the steel tube reaches its ultimate strength, i.e., gets yielded.From Equation (10), it is known that the concrete strength is a function of lateral pressure governed by the state of the steel tube.The UL of the CFST column section is the maximum combination of the stresses in steel and concrete.It is assumed here that the stress distributions on the concrete section and the steel section are both uniform.
The stress distribution in a thin wall steel tube can be reasonably assumed to be planar.When the tube gets yielded, according to the Von Mises yield criterion, we have Substituting Equations ( 13) and ( 14) into Equation (12) and rearranging, we have Therefore, at ultimate limit states, the load resistance of the cross section can be expressed as Copyright © 2013 SciRes.OJCE X. M. YU, B. C. CHEN 190 Therefore, at ultimate limit states, the lateral pressure on the concrete core is where  is the confinement effect factor, , and 0 5 2 2 0 517 for 0 05 3 3 0 555 for 0 05 1 In engineering practice, such as in CFST bridges, 0 09 .

 
, hence It can be easily derived from Equations ( 16), ( 18) and (20) that 3 1 3 0 517 0 792 When eccentric loading and stability are not considered, i.e., 0; 0 e    , Equation ( 5) can be simplified as It can be seen from Equations ( 22) and (23) that the cross section resistance calculated using this proposed method is about greater than that obtained from EC4 method.This difference can be regarded as a conservative simplification in EC4.The comparison of the cross section resistances calculated by this method and CECS and EC4 methods is shown in Figure 1.The difference among three methods is not significant.It should be pointed out that the CECS method is a conser- The comparison of the stability reduction fac EC4 (neglecting the limit of tors of 0 5 .

 
) and CECS is shown in   .From Figure 2, it can be concluded that the influence of D t is significant and the ho refore s uld be consider ed in the reduction factor.By observing the sinusoidal The parameter n in Equation (25) govern the curve.Through curve fitting, the curves agree well w s the shape of ith both EC4 and CECS curves when 1 2 n .
 , as shown in Figure 3.This factor, i.e., Equation (25), incorporates the advantage of CECS l  , with extended slenderness boundary, and EC4, which includes the influence of D t .

e . Th Effect of Load Eccentricity reduces with
As the confinement strengthening effect eccentric loading, a reduction factor e  is used to account for this change.This factor in CECS can be used in a wide range of eccentricity conditions, as shown in Equation ( 4), which stems from the M-N curve analysis followed by curve fitting [6].However, in EC4, the load eccentricity induced influence is integrated into the calculation of cross section resistance when


and CECS e  , as shown in Figure 4.

The UL of CFST Columns Predicted by Current Method
From previous derivation, it is therefore proposed th UL of a CFST column at the to be predicted by where can be calcul tions (2 an respectively.When ated from Equa-2), (25) 20 L D  , the UL is ov ned by e Euler buckling resistance.

The UL of Eccentrically Loaded CFST Columns g er th
In order to understand the behaviour of eccent ed CFST co rically load lumns, Chen et al. [9] tested 18 specimens with various load eccentricity and D t ratios.The specimen details, test results and UL predictions using different methods are listed in Table 1.
It is clear from Table 1 that when the load eccentricity is low, the EC4 prediction is fairly conservative.When the load eccentricity is high, the N-M curve has to be used.The UL predicted by current method is closed to but better than those predicted by CECS, which can be used even when the load eccentricity is high.specimen and test details can be found in [6].Only the test results of specimens in Batch II are taken hereby.The UL of the specimens predicted by current method as well as those calculated using CECS and EC4 are compared in Figure 5.
Again, the EC4 prediction is conservative and the proposed method gives sults.but cares less on the cross section parameters.A simplified method is veloped by inheriting the tricity reduction factors

Con
The UL of circular various simplified on confinement effect.These methods have their pros and cons.The EC4 method considers the influence of load eccentricity and slenderness on the confinement effect.The CECS method is simple and straight forward, de simple framework of the CECS method, but enriching the slenderness and load eccen with cross section configuration influences in accordance enable fin C4.Ins with those implied by the EC4 method, so as to er tuning capability than in CECS.Therefore, the proposed method makes the best of both EC4 method and CECS method.
The proposed method is derived from material properties in the limit equilibrium state, adopting the restrained concrete properties prescribed in EC2 and extending the boundary of load eccentricity and relative slenderness limit in E Validation against a series of tests shows that the proposed method can predict the UL of circular CFST columns with good accuracy.

(Figure 1 .
Figure 1.Comparison of the cross section resistances calcu-

Figure 2 .
It can be seen from this figure that: 1) for Euler buckling.Ther , CECS and EC4 agree with each other again in this point, although the confinment effect is considered only when efore 0 5.

Figure 5 .
Figure 5.Comparison of the UL prediction of CFST columns by three different methods.


area of the cross section of CFST column (mm 2 ) c A : Concrete area of the cross section of CFST column ( uter diameter of CFST column (mm) e: L oung's Modulus of steel and secant modulus of column, L: Effe Cross section resistance of CFST column calculated by method i mn calculated mm 2 ) D: O oading eccentricity (mm) E a , E cm : Y concrete   eff EI : Bending stiffness of CFST Euler buckling resistance of CFST column, I c : Second moment of inertias of steel tube and concrete core section P: Lateral confinement pressure on concrete core r : Stability reduction factor and load eccentricity n factor of method i reductio  : A factor considering the influence of internal axial reinforcing bars in EC4  : Stability reduction factor in EC4  : Relative slenderness, adjustment factors for steel and concrete, respectively, in EC4