Study on compressive bearing capacity of concrete-filled square steel tube column reinforced by circular steel tube inside.
Concrete-filled steel tube (CFST) has been applied widely in civil engineering for many years. To this date, there have been a number of studies conducted to investigate the behaviour of CFST columns (Ou et al. 2011). The main benefit of using CFST is that it utilises the advantages of both steel and concrete, viz. steel members have high tensile strength and ductility, whereas concrete members are advantageous in compressive strength and stiffness (Varma et al. 2004). Based on the CFST column, this paper introduces one new type of member into the whole CFST family, which is a concrete-filled square steel tube (CFSST) that is reinforced by a circular steel tube inside. Similar to the common CFSTs, this composite column exhibits excellent structural and constructional benefits (Pei 2005). Most important is that this type of column has good fire resistance. When the outer square tube was no longer in force in the blaze, the inner circular tube could confine the concrete to keep the column effective. Jiang et al. (2008) has introduced the concrete-filled circular steel tubular column reinforced by circular steel tube inside, and it was concluded that the composite column could improve the compressive capacity as well as the shear capacity and ductility. This column with no more than 600 mm in diameter has been used in Wuppertal city building in German. It resolved the problem of one fire-resisting and overloading column with the capacity of 8000 kN load. Researches (Roeder et al. 2009, 2010) showed that circular steel tube provided greater bond stress transfer, better confinement and greater shear reinforcement to the in-filled concrete than rectangular steel tube. However, CFSSTs are often used in practice because the design provisions and the structural connections for circular cross-section are not well defined. Therefore, the CFSST column reinforced by inner circular steel tube has important benefits, i.e. it takes the advantage of both the good performance of circular tube to confine concrete and the convenient constitution of connection between the CFSST column and the frame beam. Furthermore, this column, without needing to consider the limit of axial compression force ratio, can reduce the column size to provide substantial benefits where floor space is at a premium such as in car parks and office blocks.
To facilitate the practical application of the composites in column seismic retrofit, the ultimate compressive strength of this composite column needs to be well calculated and properly modelled. Several models have been developed, including the superposition method (EN 1994-1-1 2004; Sakino et al. 2004) and the regression analysis based on the tests considering steel ratio and confinement factor (Tan, Zhang 2010; Zhong 2000). In this paper, one new model is proposed for predicting the squash load of the CFSST column reinforced by an inner circular steel tube. Some tests were conducted to research the compressive bearing capacity and compressive behaviour, and the ultimate bearing capacity of the composite column was analysed by Unified Strength Theory (UST). Compared with the experimental results, the applicability of the new model was testified, so it was extended to predict the optimal design of the inner tube, namely, [D.sub.i]/[t.sub.i] and [D.sub.i]/B. Considering the confinement of both outer and inner steel tubes acting on the concrete to limit its volume expansion, one simplified model was also derived to predict the optimal diameter of inner circular tube. Within the optimal designs, the theoretical significance and application value can be achieved to use circular steel tube strengthening the CFSST column.
1. Test program
Four types of composite columns were tested in contrast with Jiang's experiment on the concrete-filled circular steel tubular column reinforced by a circular steel tube inside, and the specimens before and after being grouted are shown in Figures 1 and 2, respectively. The aspect ratio of all the specimens is 3. The concrete was cast in the lab, while the steel tubes were provided by the manufacturer. All the specimens were cured under standard conditions in the lab until the concrete design strength was achieved. The compressive strength of the concrete was determined using concrete cubes with a side length of 150 mm. It got [f.sub.c] = 23.6 MPa. The other parameters of all specimens are shown in Table 1.
The experiments were conducted under a servo hydraulic machine with a capacity of 5000 kN in static loading. The strain gauges for steel were preset before casting the concrete to measure the vertical and circumferential strain of the tubes. The axial deformation was measured by an electronic extensometer. For acquiring the experimental stress-strain curves of the columns, the specimens were tested to failure under monotonically increasing concentric loads, and the load control mode was 0.15 MPa/s in stress and then changed to 0.001 MPa/s in strain after exceeding 80% of the theoretical peak compressive strength. This maximum load was regarded as the mean ultimate load of each group specimens, listed as [N.sub.t] in the last column of Table 1.
The typical failure mode of the composite column was local failure mechanism as shown in Figure 3. It can be seen that the outer tube behaves the same way (i.e. forming an outward folding mechanism) as the pure CFSST column. The buckling of the stub column is mainly caused by the expansion of the concrete under axial load. For the specimen G1-4, the transverse strains of inner and outer tubes at the ultimate state were 1500 and 1200 [mu][epsilon], respectively. Therefore, both outer square tube and inner circular tube provided some confinement to concrete as it expanded. The outer concrete with the reinforcements of outer square steel tube also surrounds the inner circular steel tube, so the buckling of inner steel tube can be postponed. Meanwhile, the inner concrete is under the circumferential confining force coming from both the inner steel tube and the outer one. With the increase in loading, deformation of the columns increased, and the mutual forces between the steel tubes and concrete became stronger and stronger so as to make the concrete under three-directional compression. The outer steel tube would be yielded first, and next was the inner steel tube. During the ultimate state, concrete was in the plastic state and continually developed micro-cracks inside until the destruction of the specimen.
2. Ultimate bearing capacity of axially loaded short columns
2.1. Limit equilibrium method
The composite column was divided into four parts outer steel tube, inner steel tube, outer concrete and inner concrete in order that every part would be conducted by elastoplastic analysis, respectively. In the state of limit equilibrium, the ultimate axial bearing capacity of the composite column is composed of these four terms. That is:
N = [bar.[f.sub.so]] [A.sub.so] + [bar.[f.sub.si]] [A.sub.si] + [bar.[f.sub.co]] [A.sub.co] + [bar.[f.sub.ci] [A.sub.ci]; (1)
where f is defined as the compressive strength of steel or concrete and A is defined as the area of cross-section. The subscripts s, c, o and i in this paper are the abbreviations for steel, concrete, outer and inner, respectively. And the topmark of '-' means the actual strength when the column is under ultimate state.
2.2. Unified strength theory
Under the ultimate state of the composite column, every part can be analysed by UST. The UST (Yu 2004) considers the two larger principal shear stresses and the corresponding normal stresses and their different effects on the failure of materials. When the relationship function between them reaches one ultimate value, the material can be defined as failure at this state which is formulated as follows:
F = [[tau].sub.13] + b[[tau].sub.12] + [beta]([[sigma].sub.13] + b[[sigma].sub.12]) = C,
when [[tau].sub.12] + b[[sigma].sub.12] [greater than or equal to] [[tau].sub.23] + [beta][[sigma].sub.23]; (2a)
F' = [[tau].sub.13] + b[[tau].sub.23] + [beta]([[sigma].sub.13] + b[[sigma].sub.23]) = C,
when [[tau].sub.12] + [beta][[sigma].sub.12] [less than or equal to] [[tau].sub.23] + [beta][[sigma].sub.23]; (2b)
where: [[tau].sub.12], [[tau].sub.23] and [[tau].sub.13] are the principal shear stresses, [[tau].sub.13] = ([[sigma].sub.1] - [[sigma].sub.3])/2, [[tau].sub.12] = ([[sigma].sub.1] - [[sigma].sub.2])/2 and [[tau].sub.23] = ([[sigma].sub.2] - [[sigma].sub.3])/ 2; [[sigma].sub.12], [[sigma].sub.23] and [[sigma].sub.13] are the corresponding normal stresses on the principal shear stress element; [[sigma].sub.1], [[sigma].sub.2] and [[sigma].sub.3] are the principal stresses, [[sigma].sub.1] [greater than or equal to] [[sigma].sub.2] [greater than or equal to] [[sigma].sub.3]. b is a weighting coefficient, reflecting the relative effect of the intermediate principal shear stress [[tau].sub.12] or [[tau].sub.23] on the strength of materials; C equals to the material strength. Denoting the tension-compression strength ratio as [alpha] = [[sigma].sub.t]/[[sigma].sub.c], we rewrite Eqns (2a) and (2b) in terms of principal stresses as follows:
F = [[sigma].sub.1] - [[alpha]/[1 + b]] (b[[sigma].sub.2] + [[sigma].sub.3]) = [[sigma].sub.t],
when [[sigma].sub.2] [less than or equal to] [[[[sigma].sub.1] + [alpha][[sigma].sub.3]] /[1 + [alpha]]] (3a)
F' = [1/[1 + b]] ([[sigma].sub.1] + b[[sigma].sub.2]) - [alpha][[sigma].sub.f3] = [[sigma].sub.t],
when [[sigma].sub.2] [greater than or equal to] [[sigma].sub.1] + [alpha][[sigma].sub.3]/[1 + [sigma]]. (3b)
2.3. Elastoplastic limit analysis of the composite column
Because confining mechanism of CFSST is very complex, the square tube can be equivalent to a circular steel tube in the calculation, and two parameters about confinement reduction factor [zeta] and concrete strength reduction factor [[gamma].sub.[mu]] are considered to compensate this transition.
By the equal-area criterion, the cross-section of square steel tube can be transformed into circular steel tube. The equations are shown as follows:
[D.sub.o] = 2B/[square root of [pi]] = 1.1284B, [t.sub.o] = [r.sub.o] - (B - 2[t.sub.s])/[square root of [pi]] = [r.sub.o] - 0.5642(B - 2[t.sub.s]), (4)
where: B, [t.sub.s] are the side length and thickness of the square steel tube, respectively, and [D.sub.o], [t.sub.o] are diameter and thickness of equivalent outer steel tube, respectively. Therefore, simplified model of stress of the composite column is shown in Figure 4 (p means the confining pressure). It can be seen that outer concrete gets the confinement only from outer tube, while inner concrete does get from both the tubes.
The inner concrete was filled in a circular tube, and its stresses can be explicated by 0 [greater than or equal to] [[sigma].sub.1] = [[sigma].sub.2] > [[sigma].sub.3], [[sigma].sub.1] = [[sigma].sub.2] = [p.sub.i] + [p'.sub.o]. For [[sigma].sub.2] > [[sigma] + [alpha][[sigma].sub.3]/[1 + [alpha]]], substitute them into the stress expression of UST, and the following expression can be obtained:
[[sigma].sub.3] = [f.sub.c] + [k.sub.c] ([p.sub.i] + [p'.sub.o]), (5)
where: [f.sub.c] is the standard strength of concrete; [k.sub.c] is the strength improvement coefficient of concrete under fixed lateral compressive force, and has been studied much. In UST, [k.sub.c] can be calculated by cohesion and friction angle at material failure state. According to the test of Richart et al. (1928), [k.sub.c] has been taken as the constant 4.1 here.
The outer concrete can be expressed as a thick-walled cylinder with an inner diameter [D.sub.i] and an outer diameter [D.sub.o] is subjected to an internal pressure [p'.sub.0] and an exterior pressure [p.sub.o]. The elastic stress distribution (Lame's Equations) has the form of:
[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII] (6a)
[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII] (6b)
The relationship between [p'.sub.o] and [p.sub.o] was deduced as [p'.sub.o] = [p.sub.o] [[D.sub.o]/[D.sub.i]], and the Eqns (6a) and (6b) can be changed as [[sigma].sub.1] = [[sigma].sub.2] = [p.sub.o], when [p'.sub.o] = [p.sub.o]. Because [p.sub.o] is larger than po, the assumption is reasonable and safe for application. Therefore, the ultimate strength of outer concrete can be expressed by:
[[sigma].sub.3] = [f.sub.c] + [k.sub.c][p.sub.o]. (7)
Therefore, the ultimate strength of concrete has the same expression (Eqn 5). The difference is the value of confining pressure, showing that outer concrete gets the confinement from outer steel tube while inner concrete gets the confinement from both inner and outer steel tube.
The confinement of square steel tubes to concrete is very uneven along the sides (Han, Yang 2003), strong at the four corners and weak along the middle edges. Therefore, the confinement reduction factor [zeta] should be considered to reduce the confinement of the equivalent circular steel tube (Li, Zhao 2006). Denoting thickness-side radio u = t/B, the expression of the confinement reduction factor is [zeta] = 66.4741[u.sup.2] + 0.9919u + 0.41618. Actually, the confining pressure to the in-filled concrete in the square tube is:
[[bar.p].sub.o] = [zeta][p.sub.o]. (8)
As for the inner concrete, the confining pressure can be written as [[bar.p].sub.i] = [p.sub.i] + [bar.[p'.sub.o]] = p + [bar.[p.sub.o]] [[D.sub.o]/[D.sub.i]] = [p.sub.i] + [zeta][p.sub.o] [[D.sub.o]/[D.sub.i]], so the actual compression strength of inner concrete can be expressed by:
[bar.[f.sub.ci]] = [f.sub.c] + [k.sub.c] ([p.sub.i] + [zeta][p.sub.o] [[D.sub.o]/[D.sub.i]]). (9)
Meanwhile, there are effective and non-effective confining zones for the concrete inside the square steel tube. Concrete strength reduction factor is taken as [[gamma].sub.[mu]] = 1.67[D.sup.-0.112.sub.o] (Sakino et al. 2004) in order to homogenise these two effects. In the above equation, [D.sub.o] is the inside diameter of equivalent circular steel tube. Therefore, the actual compression strength of outer concrete can be expressed by:
[bar.[f.sub.co]] = [[gamma].sub.[mu]] [[sigma].sub.3] = [[gamma].sub.[mu]]([f.sub.c] + [k.sub.c] [zeta][p.sub.o]). (10)
In Eqns (9) and (10), the unknown parameter is only the confining pressure, and it can be deduced by an analysis of steel tube subsequently. Under the state of ultimate balance, both outer and inner steel tubes are in three-dimensional stress states including axial compression, radial compression and circumferential tension. In most of the CFST structures, diameter-thickness ratio or side length-thickness ratio of steel tubes is generally larger than 20, and it can be regarded as a thin-walled cylinder. So the steel tube can be calculated under the plane stress state, i.e. radial compressive stress [[sigma].sub.r] =0.
According to UST, the stresses of steel tube in plate state are shown in Figure 5. When b varies from 0 to 1, a family of convex yield criteria suitable for any kind of materials are deduced. In particular, the UST becomes the Tresca criterion when [alpha] =1.0 and b = 0. The von Mises criterion can be linear approximated by the UST with [alpha] = 1.0 and b = 0.366, and the Mohr-Coulomb criterion is obtained with b = 0 (Yu 2004). No matter what b takes for different strength theory, if circumferential tensile stress [[sigma].sub.[theta]] arrives the yield strength, [[sigma].sub.z] axial compressive stress nearly becomes zero, and vice versa.
Actually, both the outer tube and the inner tube cannot reach this ideal state under the ultimate state of the column. The steel tube can still bear some vertical load under the ultimate state of the whole column and assume [[beta].sub.f] as the strength reduction factor of the steel tube, that is:
[[sigma].sub.3] = [[sigma].sub.z] = [[beta].sub.f][f.sub.y]. (11)
Therefore, stresses state of steel tubes can be explicated by [[sigma].sub.3] = [[sigma].sub.z] = [[beta].sub.f] [[sigma].sub.s], [[sigma].sub.2] = [[sigma].sub.r] = 0, [[sigma].sub.1] = [[sigma].sub.[theta]]. For [absolute value of [[sigma].sub.3]] > [[sigma].sub.1] and [[sigma].sub.2] [greater than or equal to] [[[[sigma].sub.1] + [[sigma].sub.3]/[1 + [alpha]]]] substitute them into the stress expression of UST (Eqn 3), and the following expression can be obtained:
[[[sigma].sub.[theta]]/[1 + B]] + [[sigma].sub.z] = [f.sub.y]. (12)
Meanwhile, the confining pressure on the concrete coming from circular steel tube can be written as:
p = [2t/D] [[sigma].sub.[theta]]. (13)
The strain value of steel tube has been obtained at the ultimate state through the specimen's test. Then the circumferential tensile stress and vertical stress of steel tube can be derived by plastic theory and UST. Therefore, the following expression can be derived as follows:
[[beta].sub.f] = (u + 2)(1 + b)/3(1 + u) + b(u + 2). (14)
where u = [[epsilon].sub.z]/[[epsilon].sub.[theta]]. [[epsilon].sub.z], [[epsilon].sub.[theta]], are the vertical and circumferential strain of the steel tubes. The strain obtained from different gauging points in the experiment is shown in Table 2 when b takes different value. For steel material, we can take the approximation of von Mises criterion as the final answer. In this paper, [[beta].sub.f] was taken as 0.65 in the calculation of bearing capacity of the steel tubes. Then synthesise Eqns (12) and (13), [[sigma].sub.[theta]] and confining pressure p can be deduced as follows:
[[sigma].sub.[theta]] = 0.4774 [f.sub.y]; p = 0.9548 [t/D] [f.sub.y]. (15)
Finally, substitute Eqns (9), (10) and (11) into Eqn (1), and the bearing capacity of the stub column can be calculated as follows:
[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]. (16)
3. Validation and parametric study
3.1. Comparison between calculated results and test results
According to the above derivation, the axial compressive strength of CFSST column reinforced by a circular steel tube inside can be calculated by Eqn (16). Meanwhile, the main point of this method is to change the square tube to a circular one by the equal-area criterion, so the axial compressive strength of CFSST column can also be analysed by the above method. This paper presents the preliminary finding of the stub column tests of the CFSST column, and the compressive bearing capacity is calculated in comparison with the experimental results. The calculated results (N) and experimental values (Nt) are listed in Table 3, including the data of this paper. It can be seen that the mean of N/[N.sub.t] is 1.022 and the coefficient of variation (COV) is 0.061. Meanwhile, the test results are also compared with the empirical models including the superposition method and the regression analysis. A review and comparison of the various expressions are provided later.
Superposition method does not take into consideration the concrete confinement. For example, Eurocode 4 (2004) is the most recent international design rules for composite columns design. The ultimate axial force of composite concrete-filled column is defined as follows: N = [f.sub.s][A.sub.s] + [f.sub.c][A.sub.c]. With some reduction factors, the ACI 318-08 Specification (ACI 2008) and Australian Standards also use the same superposition method for calculating the squash load. Herein, Eqn (17) has been deduced by Sakino et al. (2004), which is determined as follows:
[N.sub.sup] = [f.sub.s][A.sub.s] + [f.sub.c][A.sub.c][[gamma].sub.c], (17)
where [[gamma].sub.c] is a reduction factor introduced to take scale effect into consideration.
Regression analysis was based on the test data considering steel ratio and confinement factor such as Unified Theory of CFST. It considered CFST as a unified composite material, and one equivalent confining coefficient [[xi].sub.ssc] is presented, which can be expressed as [[xi].sub.ssc] = [summation][A.sub.s][f.sub.s]/[A.sub.c][f.sub.c]. And the bearing capacity of the composite column can be calculated by:
[N.sub.UT] = (1.212 + m[[xi].sub.ssc] + n[[xi].sup.2.sub.ssc]) [f.sub.c]([A.sub.s] + [A.sub.c]), (18)
where m and n reflect the contributions of steel tube and concrete, respectively. They can be calculated by m = 0.1759 [f.sub.ss]/235 + 0.974 and n = -0.1038 [f.sub.ck]/20 + 0.0309, respectively. For the CFSST column reinforced by circular steel tube inside, the [f.sub.ss] is the weighted strength average of the steel tubes, i.e. [f.sub.ss] = [A.sub.so][f.sub.so] + [A.sub.si][f.sub.si]/[A.sub.so] + [A.sub.si].
The ultimate axial loads of all the tests are compared with the predicted load from Eqns (17) and (18) and are shown in Table 3. These data show that superposition method gives a conservative prediction of underestimating the specimens, while Unified Theory of CFST appears to overestimate the specimens. Therefore, the comparison implies that the new method in this paper is yet an effective method to predict the resistance of the CFSST column reinforced by inner circular tube under axial compression.
3.2. Parametric study of inner tube
In order to further study the reinforcement function of inner circular steel tube inside CFSST, this paper has changed diameter-thickness radio of inner tube with no change of the steel ratio and steel strength of the composite column, so different axial bearing capacity Ncan be obtained for every diameter-thickness radio of inner tube. While [N.sub.0] is the bearing capacity of steel tube and concrete without considering the reciprocity between steel tubes and concrete, i.e. [N.sub.0] = [f.sub.so] [A.sub.so] + [f.sub.si][A.sub.si] + [f.sub.co][A.sub.co] + [f.sub.ci][A.sub.ci]. The relationship between N/[N.sub.0] and the parameters of inner steel tube are shown in Figures 6 and 7. N/[N.sub.0] is the enhanced coefficient of bearing capacity which reflects the function of interaction process among outer, inner steel tubes and concrete. For every group, the steel ratio is the same, the value of N0 is fixed, while the calculated value N of the composite column is changed with the different parameters. Therefore, at the points where the value of N/[N.sub.0] is larger, stronger confining mechanism and more bearing capacity of the column will be validated.
As can be seen from he curves, here are optimal parameters ha can make he inner steel tube play best confinement to the composite column. The best [D.sub.i]/B to let he column have he maximum bearing capacity is in he neighbouring region of 0.75. I demonstrates that the composite columns have the maximum capacities to resist axial compression when the [D.sub.i]/[t.sub.i] ratios are between 80 and 100.
3.3. A simple model used in optimum design of inner tube
More the confinement rhe concrete gets from tubes, he higher strength it is, we can analyse the deformation of concrete close o the ultimate state. There is a volume expansion of he whole concrete:
[DELTA][V.sub.c] = [DELTA][V.sub.co] + [DELTA][V.sub.ci]. (19)
The minimum value of [DELTA][V.sub.c] can be calculated since [DELTA][V.sub.c] [greater than or equal to] 2[square root of [DELTA][V.sub.co]] x [square root of [DELTA][V.sub.ci]].
[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]. (20)
Hence, the composite column under axial compression has the highest load capacity when [DELTA][V.sub.co] = [DELTA][V.sub.ci].
A convenient and simple way to calculate the volume change of concrete is to assume [DELTA][V.sub.co] = g([V.sub.co]) [V.sub.co] and [DELTA][V.sub.ci] = g([V.sub.ci])[V.sub.ci], where g(-) is a function of the concrete volume (Yuan et al. 2009). It can be seen that g(x) performs like an operator which is dependent on concrete volume. Therefore, according to Eqn (20), one obtains:
g([V.sub.co])([B.sup.2] - [[pi][D.sup.2.sub.i]/4]) = g([V.sub.ci]) [[pi][D.sup.2.sub.i]/4]. (21)
Eqn (21) can be rewritten as Eqn (22):
[D.sub.i]/B = [square root of (2/[pi][1 + g([V.sub.ci])/g([V.sub.co])])]. (22)
It must be mentioned that different forms for function g(x) may be defined. Assuming g(x) is constant to define the simplest form, i.e. g([V.sub.ci]) = g([V.sub.co]), it can be obtained that [D.sub.i]/B = 0.798. Therefore, the best [D.sub.i]/B is very close to the result given in Figure 6.
3.4. Contribution of inner tube
In order to study the contribution of inner circular tube for the whole axial bearing capacity, the optimal circular steel tubes with the same strength of the square tubes were supposed inside the CFSST columns according to previous research results. As can be shown in Table 3, the comparison of the compressive bearing capacity was conducted between CFSST columns ([N.sub.t]) and those reinforced by nominal inner tubes (N'), and the increment value equals to (N' - [N.sub.t])/[N.sub.t] x 100%. It can be seen that the calculated results have improved about 20% than the original results of the pure CFSST columns. Therefore, it can be found that with the same cross section, the bearing capacity of CFSST columns reinforced by inner circular steel tubes is a lot higher than the pure CFSST columns, and the contribution of inner circular tube inside the CFSST column is very significant.
The following conclusions are reached based on the experimental and analytical investigation reported in this paper.
The compressive bearing capacity and mechanic behaviour of the composite column were obtained by the tests. The typical failure mode of the composite column was local failure mechanism as same as the pure CFSST column caused by the expansion of the concrete under axial compression.
Through an elastoplastic limit analysis based on UST, an analytical formula, capable of predicting the axial bearing capacity of the CFSST columns reinforced by inner circular steel tubes subjected to axial compression, has been developed. Compared with the superposition method and the regression analysis, this model was verified by experimental results and was extended to predict the optimal design of the inner tube, namely, [D.sub.i]/[t.sub.i] and [D.sub.i]/B. Considering the confinement of both outer and inner steel tubes acting on the concrete to limit its volume expansion, another simplified model was also derived to predict the optimal diameter of inner circular steel tubes. With the optimal circular steel tubes inside the CFSST column, it is demonstrated that the bearing capacity of the composite column improves about 20% than pure CFSST columns with the same cross-section area. So it is very applicable to use inner circular tube to strengthen the CFSST column, and the use of composite columns can result in significant savings in column size, which ultimately can lead to bring the latent potentialities of material and thus realise greatly economic saves and higher bearing capacity.
The authors would like to acknowledge the support provided by the Chinese National Science Foundation (Grant No. 51008027) and the Special Fund for Basic Scientific Research of Central Colleges, Chang'an University (Grant No.CHD2011ZD009).
Meanwhile, the financial support from North China University of Technology is also appreciated.
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Yufen ZHANG (a), Junhai ZHAO (b), Weifeng YUAN (c)
(a) College of Architecture and Civil Engineering, North China University of Technology, Beijing 100144, China
(b) School of Civil Engineering, Chang'an University, Xi'an 710061, China
(c) School of Civil and Environmental Engineering, Nanyang Technological University, Singapore 639798, Singapore
Received 14 Jul 2011; accepted 9 Jan 2012
Corresponding author: Yufen Zhang
Yufen ZHANG. An Associate Professor of College of Architecture and Civil Engineering, North China University of Technology, China. She is also a postdoctoral researcher at the Department of Civil Engineering, Tsinghua University, China. Her research interests include the analysis of the connection between CFST column and frame beam, particularly the behaviour of CFST column.
Junhai ZHAO. Professor of School of Civil Engineering, Chang'an University, China. He is a doctor instructor with nearly 50 graduate students in graduate school. His research interests include strength theory, solid mechanics, Chinese ancient wood structure and steel-concrete composite structure.
Weifeng YUAN. Senior research fellow in the School of Civil and Environmental Engineering, Nanyang Technology University, Singapore. His research interests include computational solid mechanics, structural fire safety and evacuation modelling.
Table 1. Experimental parameters Specimen Outer tube [f.sub.so] Inner tube Bxt (MPa) [PHI][D.sub.i] ([mm.sup.2]) x [t.sub.i] ([mm.sup.2]) G1-1 120x2.6 407.5 -- G1-2 120x2.6 407.5 [PHI]58.5x1.4 G1-3 120x2.6 407.5 [PHI]74.0x0.9 G1-4 120x2.6 407.5 [PHI]83.0x0.9 Specimen [f.sub.si] Number of Ultimate load (MPa) specimens [N.sub.t] (kN) G1-1 -- 1 896 G1-2 352.5 2 980 G1-3 680.0 3 1040 G1-4 597.0 2 1080 Table 2. Calculation of vertical stress of steel tube under the ultimate state Specimen t D [sigma] G1-2 1.4 58.5 352.5 G1-2 1.4 58.5 352.5 G1-2 1.4 58.5 352.5 G1-2 1.4 58.5 352.5 G1-3 0.9 74 680 G1-3 0.9 74 680 G1-3 0.9 74 680 G1-3 0.9 74 680 G1-4 0.9 83 597 G1-4 0.9 83 597 G1-4 0.9 83 597 G1-4 0.9 83 597 Specimen [[epsilon]. [[epsilon]. [mu] sub.z] sub.[theta]] G1-2 2917 1232 0.43 G1-2 3375 1606 0.48 G1-2 3214 1477 0.46 G1-2 3767 1983 0.53 G1-3 2818 1218 0.43 G1-3 3382 1475 0.44 G1-3 3165 1172 0.37 G1-3 3655 1397 0.38 G1-4 3127 823 0.26 G1-4 3495 1020 0.29 G1-4 3910 1206 0.31 G1-4 3799 934 0.25 Specimen b = 0 [[sigma]. [[beta]. sub.z] sub.f] G1-2 200.1 0.57 G1-2 197.1 0.56 G1-2 198.0 0.56 G1-2 194.5 0.55 G1-3 384.9 0.57 G1-3 384.5 0.57 G1-3 392.1 0.58 G1-3 390.7 0.57 G1-4 356.5 0.60 G1-4 353.0 0.59 G1-4 351.1 0.59 G1-4 358.7 0.60 Specimen b = 0.366 [[sigma]. [[beta]. sub.z] sub.f] G1-2 226.2 0.64 G1-2 223.4 0.63 G1-2 224.2 0.64 G1-2 220.9 0.63 G1-3 435.3 0.64 G1-3 435.0 0.64 G1-3 442.0 0.65 G1-3 440.7 0.65 G1-4 399.5 0.67 G1-4 396.3 0.67 G1-4 394.4 0.66 G1-4 401.5 0.67 Specimen b = 1 [[sigma]. [[beta]. sub.z] sub.f] G1-2 255.3 0.72 G1-2 252.8 0.72 G1-2 253.6 0.72 G1-2 250.7 0.71 G1-3 491.6 0.72 G1-3 491.2 0.72 G1-3 497.4 0.73 G1-3 496.2 0.73 G1-4 446.4 0.75 G1-4 443.7 0.74 G1-4 442.2 0.74 G1-4 448.2 0.75 Table 3. Comparison of calculated and experimental results Specimens Outer [f.sub.so] (Nominal) tubular (MPa) Inner tubular B x t [PHI][D.sub.i] ([mm.sup.2]) x [t.sub.i] ([mm.sup.2]) CR4-C-8 215x4.38 262 [PHI]160x2.0 CR4-C-4-3 210x4.50 277 [PHI]160x2.2 CR8-D-8 265x6.47 835 [PHI]200x2.6 CR8-C-9 180x6.60 824 [PHI]120x1.5 sczs1-1-4 120x3.84 330 [PHI]80x1.0 sczs1-1-2 120x3.84 330.1 [PHI]80x1.0 sczs1-2-4 140x3.84 330.1 [PHI]100x1.2 sczs2-1-4 120x5.86 321.1 [PHI]80x1.0 sczs2-1-1 120x5.86 321.1 [PHI]80x1.0 CFRT40-3 200x5 277 [PHI]140x1.7 CFRT40-5 200x5 277 [PHI]140x1.7 CFRT60-4 300x5 277 [PHI]210x2.5 CFRT60-5 300x5 277 [PHI]210x2.5 G1-1 120x2.6 407.5 -- G1-2 120x2.6 407.5 [PHI]58.5x1.4 G1-3 120x2.6 407.5 [PHI]74.0x0.9 G1-4 120x2.6 407.5 [PHI]83.0x0.9 Specimens [f.sub.c] [N.sub.t] [N.sub.SUP] (MPa) (kN) (kN) CR4-C-8 80.3 3837 3728.1 CR4-C-4-3 39.1 2731 2389.8 CR8-D-8 80.3 8990 9433.2 CR8-C-9 91.1 5873 5624.4 sczs1-1-4 33.0 1080 962.1 sczs1-1-2 20.9 882 832.6 sczs1-2-4 36.6 1470 1254.5 sczs2-1-4 35.2 1460 1253.9 sczs2-1-1 20.1 1176 1103.5 CFRT40-3 24.7 2016 1865.9 CFRT40-5 32.5 2468 2105.3 CFRT60-4 28.3 4603 3685.0 CFRT60-5 32.5 4381 3985.3 G1-1 23.6 896 772.9 G1-2 23.6 980 858.5 G1-3 23.6 1040 911.0 G1-4 23.6 1080 908.3 Specimens [N.sub.UT] N [N.sub.SUP]/ (kN) (kN) [N.sub.t] CR4-C-8 5362.0 4001.5 0.97 CR4-C-4-3 3017.6 2621.8 0.88 CR8-D-8 12280.8 8360.7 1.04 CR8-C-9 6770.1 5776.5 0.95 sczs1-1-4 1125.3 1203.2 0.89 sczs1-1-2 924.2 867.3 0.94 sczs1-2-4 1510.8 1541.0 0.85 sczs2-1-4 1409.4 1375.4 0.86 sczs2-1-1 1176.7 1353.3 0.93 CFRT40-3 2189.4 2109.3 0.92 CFRT40-5 2920.9 2391.8 0.85 CFRT60-4 5119.5 4674.7 0.80 CFRT60-5 5018.3 4305.2 0.91 G1-1 892.3 922.3 0.86 G1-2 1000.9 1031.0 0.87 G1-3 1075.9 1111.9 0.88 G1-4 1070.6 1113.0 0.84 Specimens [N.sub.UT]/ N/ N' [N.sub.t] [N.sub.t] (kN) CR4-C-8 1.40 1.04 4810.6 CR4-C-4-3 1.11 0.96 3314.5 CR8-D-8 1.37 0.93 11138.6 CR8-C-9 1.15 0.98 6987.9 sczs1-1-4 1.04 1.11 1351.0 sczs1-1-2 1.05 0.98 1094.8 sczs1-2-4 1.03 1.05 1803.9 sczs2-1-4 0.97 0.94 1795.6 sczs2-1-1 1.00 1.15 1437.0 CFRT40-3 1.09 1.05 2776.4 CFRT40-5 1.18 0.97 3179.4 CFRT60-4 1.11 1.02 5616.7 CFRT60-5 1.14 0.98 6065.3 G1-1 0.99 1.03 -- G1-2 1.02 1.05 -- G1-3 1.03 1.07 -- G1-4 0.99 1.03 -- Specimens Increment Literature value (%) CR4-C-8 25.4 Sakino CR4-C-4-3 21.1 et al. CR8-D-8 23.9 (2004) CR8-C-9 19.0 sczs1-1-4 25.1 Han and sczs1-1-2 24.1 Tao sczs1-2-4 22.7 (2001) sczs2-1-4 23.0 sczs2-1-1 22.2 CFRT40-3 37.7 Lu et al. CFRT40-5 28.8 (1999) CFRT60-4 22.0 CFRT60-5 38.4 G1-1 -- Data of G1-2 -- this G1-3 -- paper G1-4 --
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|Author:||Zhang, Yufen; Zhao, Junhai; Yuan, Weifeng|
|Publication:||Journal of Civil Engineering and Management|
|Date:||Dec 1, 2013|
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