Research Article  Open Access
Peng Hu, JiongFeng Liang, "Bond Behavior of CRACFST Columns after Exposure to Elevated Temperatures", Advances in Civil Engineering, vol. 2019, Article ID 4873451, 8 pages, 2019. https://doi.org/10.1155/2019/4873451
Bond Behavior of CRACFST Columns after Exposure to Elevated Temperatures
Abstract
The bond behavior of postheated circular recycled aggregate concretefilled steel tube (CRACFST) columns is experimentally investigated in this paper. A total of 24 heated pushout CRACFST specimens are prepared; at the same time, 3 unheated specimens are also prepared and tested for comparison. This paper investigates the effects of five variable parameters, namely, temperature, exposure period, recycled coarse aggregate (RCA) replacement ratio, concrete strength, and interface lengthtodiameter ratio, on the bond stressslip curves and bond strength. The results show that the pushout CRACFST specimens exhibit some differences in bond stressslip curves at both ambient and high temperature. The bond strength increases with increasing temperature. Other parameters also have influence to some extent. On the basis of a regression analysis of the experimental data, a revised bond strength model is proposed to predict the postheated bond behavior between recycled aggregate concrete and circular steel tube.
1. Introduction
The use of recycled aggregate concrete (RAC) can reduce the energy consumption and save the available natural resources [1–7]. However, for the relatively poorer mechanical properties of RAC, they are generally limited to applications that do not require high structural performance. To fix such drawback, recycled aggregate concretefilled steel tube columns were then developed, behavior of which were then studied by several researchers [8, 9]. For example, Wang et al. [10] investigated the effect of the strength of the parent waste concrete on the creep behavior of recycled aggregate concretefilled steel tubes (RACFST), and a creep model for RACFST was provided. Li et al. [11] explored the impact performances of steel tubeconfined recycled aggregate concrete (STCRAC) after exposure to elevated temperatures. Chen et al. [12] experimentally studied the mechanical behavior of normalstrength recycled aggregate concretefilled steel tubes under combined loading.
It is well known that the bond behavior between steel tube and core concrete influenced the composite effect of CFST columns, which were studied by several researchers [13, 14]. For instance, Chen et al. [15] investigated the influence of different values of heighttodiameter ratio, diametertothickness ratio, and concrete strength on the bondslip behavior of concretefilled stainless steel circular hollow section tubes. Tao et al. [16] studied bond performance between the steel tube and concrete in concretefilled steel tubular columns after exposed to ISO 834 standard fire. Chen et al. [17] investigated the bond behavior between steel tube and recycled aggregate concrete (RAC) at room temperature, and the theoretical analytical model for interfacial bond shear transmission length was established.
As discussed above, it can be known that the bond behaviors of nature concretefilled steel tube columns are extensively studied in the previous studies, of which RACFST columns, however, are barely investigated. Especially, the bond behavior of RACFST columns after exposure to high temperatures has not been reported till now. Thus, the objective of this study is to investigate the bond behavior for CRACFST columns after exposure to high temperatures. The results can be used as a theoretical and experimental basis for fire prevention design and fire safety assessments of recycled aggregate concrete structures.
2. Experimental
2.1. Specimen Design
A total of 27 circular RACFST pullout specimens, including 24 heated and 3 unheated at ambient temperature (i.e., 20°C) are prepared. The main variables investigated in the test are (a) temperature T (T = 20°C, 200°C, 400°C, 600°C, and 800°C); (b) exposure period t (t = 30 min, 60 min, and 120 min); (c) RCA replacement ratio r (r = 0%, 50%, and 100%); (d) concrete strength (C30 and C40); and (e) interface lengthtodiameter ratio (L/D = 2.3 and 3.6, where L is the length of the steelconcrete interface and D is the diameter of the concrete section). Details of the specimens are presented in Table 1.

2.2. Material Properties
The design of the concrete mix and cube concrete strength (f_{cu}) are given in Table 2, which are made up of cement, natural fine aggregate, natural coarse aggregate (NCA), recycled coarse aggregate (RCA), and water. Three RCA replacement ratios, i.e., 0, 50, and 100%, and two types of concrete, i.e., C30 and C40, are included, where the RCA replacement ratio indicates the proportion of natural coarse aggregate replaced by RCA. In this test, common Portland cement type 32.5R for C30 and type 42.5R for C40, in according with the Chinese standard GB 1751999, are used. The fine aggregates are river sand with fineness modulus of 2.7 and 0.6% moisture content. The NCA size fraction used is 5–20 mm. The RCA is obtained from waste concrete which is crushed by a jaw crusher and brought from the reclamation depot in Nanchang, PR China, which is in the range 5–20 mm. The physical properties of RCA are shown in Table 3. The yield strength, ultimate tensile strength, and modulus of elasticity of circular steel tubes (Q235) are 273 MPa, 375 MPa, and 201 GPa, which are used in this pullout tests.


2.3. Heat Treatment
To evaluate the effect of high temperatures on the bond properties between steel tubes and RCA concrete, 24 specimens are heated by exposing them to heat in a highcapacity electrical furnace with a maximum heating temperature of 1200°C. The temperature is increased to a prescribed temperature level with a rate of 5°C/min and then maintained at this level for a required period (i.e., 30 min, 60 min, or 120 min). The pullout tests of the heated specimens are conducted after they are cooled to ambient temperature. For comparison, 3 unheated specimens at ambient temperature (i.e., 20°C) are also tested.
2.4. Testing
A YAW3000 microcomputer controlled electrohydraulic servo tester is used to conduct the pullout test, which is shown in Figure 1. The pullout CRACFST specimens are set up vertically with the air gap at the bottom of the testing machine. A layer of sand is spread on the top surface of the CRACFST specimens, and then a steel block with a cross section slightly smaller than the inside diameter of steel tube is placed on the top of the CRACFST specimens. This assured the load is applied only on the recycled aggregate concrete core and allow the recycled aggregate concrete core to be pushed out during testing. All specimens are tested under a displacement control rate of 0.5 mm/min. The linear variable displacement transducer (LVDT) is used to measure the relative slip between the steel tube and recycled aggregate concrete core. The test is terminated when the load stays almost unchanged with the increase of the slip.
(a)
(b)
3. Results and Discussion
3.1. Test Observations and Results
There is no visible change in the appearance of steel tubes, and no cracks appear in the pushout test. All the pushout RCA concrete specimens exhibit relatively ductile behaviors. Initially, the slip between the interface of recycled aggregate concrete and steel tubes is found to increase linearly. When the load increases, the slip starts to develop rapidly. Then, the pushout RCA concrete specimens fail with a breaking sound, after which the load drops to a certain level and remains almost unchanged. A typical failure mode of pullout specimens is shown in Figure 2. The experimental results of the pullout specimens, including compressive strength f_{cu} of RAC, peak load P_{u}, peak bond stress τ_{u}, and unloaded end slip, are summarized in Table 3. The bond strength can be calculated bywhere τ_{u} is the bond strength between the concrete and steel tube, is the peak load, and A is the contact area along the embedment length.
3.2. Effect of High Temperature
The effect of temperature T on stressslip (τS) curves is given in Figure 3. It can be seen that temperature influences the shape of τS curves. For unheated specimens, the curves reach the peak bond strength followed by a relatively short and steep descending branch before reaching a stable branch, which of the heated specimens. However, it generally exhibits a relatively long and gentle descending branch. Figure 4 shows the influence of temperature on the bond strength τ_{u}. Results suggest that the bond strength increases with the increase in temperature. For the RCA replacement ratio of 0%, the bond strength increases 44.6%, 105.2%, 131.8%, and 203.1% for C11, C12, C7, and C13 specimen for 200°C, 400°C, 600°C, and 800°C, respectively. The bond strength of specimens with the RCA replacement ratio of 50% or 100% is similar to that with the RCA replacement ratio of 0% after exposure to high temperatures. The bond strength is 146.6%, 215.4%, 237.6%, and 339.3% for specimens with the RCA replacement ratio of 50%, and 146.4%, 217.5%, 256.3%, and 364.9% for specimens with the RCA replacement ratio of 100% at 200°C, 400°C, 600°C, and 800°C, respectively. It is no doubt that the high temperature has an impact on the chemical adhesion and friction between the steel tube and recycled aggregate concrete, which leads to a radical reduction or enhancement of bond strength.
3.3. Effect of Exposure Period
The bond stressslip curves of different exposure periods are shown in Figure 5. It can be seen that the curve of heated specimens with a shorter exposure period reaches the bond strength at peak slip values S_{u}. On the contrary, the heated specimens with a longer exposure period have a larger peak slip and a longer descending branch. The effect of exposure period on bond strength of RCA concrete specimens are shown in Figure 6. As can be seen, the bond strength generally increases with the exposure period increases. The bond strengths of the specimens under an exposure period of 60 min are higher than those of 30 min by 12.8%, 24.5%, and 29.0% for the RCA replacement ratios of 0%, 50%, and 100%, respectively, whereas those of 120 min are 34.9%, 27.5%, and 33.2%, respectively.
3.4. Effect of RCA Replacement Ratio
The bond stressslip curves of the specimens with different RCA replacement ratios are shown in Figure 7. It is found that the RCA replacement ratios hardly influence the shape of the bond stressslip curves. Additionally, the specimen with a higher replacement ratio is found to yield at a higher bond strength, but a smaller peak slip. The effect of RCA replacement ratio on the bond strength of RCA concrete specimens is shown in Figure 8. It can be concluded that the bond strength for the specimens at the same temperature increases as the RCA replacement ratio increases. For the exposure temperature of 200°C, the bond strengths of the specimens with RCA replacement ratios of 0%, 50%, and 100% are 0.88 MPa, 0.89 MPa, and 0.95 MPa, respectively. The increase ratio of the bond strength with RCA replacement ratios of 50% and 100% to that of normal concrete (i.e., RCA replacement ratio is 0) for the specimens exposed to a temperature of 400°C is 5.5% and 13.0%, respectively, which for the specimens exposed to temperatures of 600°C and 800°C are 2.9% and 18.1%, and 12.5% and 28.8%, respectively.
3.5. Effect of Concrete Strength
The influences of concrete strength on the bond stressslip curves and the bond strength are given in Figures 9 and 10, respectively. Figure 9 suggests that specimens with different concrete strengths generally yield the bond stressslip curves with similar sharp but different bond strengths and peak slips. The bond strengths with RCA replacement ratios of 0%, 50%, and 100% for C30 specimens are 1.28 MPa, 1.32 MPa, and 1.51 MPa, respectively, whereas for C40 specimens, they are 1.44 MPa, 1.61 MPa, and 1.69 MPa, respectively. That is, the higher the concrete strength, the higher the bond strength, which can be clearly observed in Figure 10. This may be because the adhesion resistance and mechanical interlock at the interface between the steel tube and recycled coarse aggregate concrete increases when the concrete strength increases. In addition, the internal cracking of the test specimens is delayed as the tensile strength of the concrete increases.
3.6. Effect of Interface Length to Diameter Ratio
Figure 11 shows the bond stressslip curves of different interface lengthtodiameter ratios, L_{e}/D. It can be seen that L_{e}/D did not affect the basic shape of bond stressslip curves. The effect of L_{e}/D on the bond strength of specimens is shown in Figure 12. It can be observed that the bond strength decreased with the increase in L_{e}/D. This is because the bond strength is mainly provided by the steelconcrete interaction near the loaded end and the constraint ability for the specimens with smaller L_{e}/D is relatively good, thus resulting in a higher bond strength.
3.7. Modeling of the Bond Strength
To predict the bond strength between the circular steel tube and natural aggregate concrete at ambient temperature, several equations have proposed in previous studies.
Cai [18] proposed an empirical formulation as follows:where is the cube compressive strength of the concrete, which is limited to the concrete type from C40 to C80.
The bond strength model of Gourley et al. [19] can be given aswhere and are the external diameter and thickness of the circular steel tube, respectively.
Additionally, Yang and Han [20] proposed an expression for bond strength aswhere is the cube compressive strength of the concrete, is the external diameter of the circular steel tube, is the wall thickness of the circular steel tube, and is the length of the steelconcrete interface.
However, a model of the bond strength for the recycled coarse aggregate concrete and steel tube after exposure to high temperatures has not been proposed yet. Thus, a model to predict the bond strength between the recycled coarse aggregate concrete and steel tube after exposure to high temperatures is developed based on the results of the test in this study. This model is modified from that of Yang and Han [20], which can be given aswhere is the temperature in °C, t is the exposure period in minute, is the cube compressive strength of the concrete, is the external diameter of the circular steel tube, is the wall thickness of the circular steel tube, and is the length of the steelconcrete interface.
Table 4 shows the comparison of tested and calculated bond strength values. It can be seen that the developed model can predict the bond strength for the recycled coarse aggregate concrete and circular steel tube after exposure to high temperatures reasonably well.

4. Conclusions
Based on the experimental results presented in the paper, the following conclusions can be drawn:(i)The shape of the bond stressslip curve for RACFST is influenced by only the temperature and exposure period, which is hardly affected by RCA replacement ratio, concrete strength, and/or lengthtodiameter ratio.(ii)Bond strength between RAC and steel tubes after exposure to high temperatures is influenced by all the parameters. Generally, bond strength increases with increasing temperature, exposure period, RCA replacement ratio, and concrete strength but decreases with increasing interface lengthtodiameter ratio.(iii)A bond strength model is proposed to predict the bond strength between RAC and steel tubes, which is found to perform well with the experimental results.
To carry out the bond behavior of CRACFST columns after exposure to elevated temperatures, further research is needed on the model for bond stressslippage with more test results.
Data Availability
The data used to support the findings of this study are included within the article.
Conflicts of Interest
The authors declare that they have no conflicts of interest regarding the publication of this paper.
Acknowledgments
This work was supported by the Chinese National Natural Science Foundation (no. 51868001), the Natural Science Foundation of Jiangxi Province for Distinguished Young Scholars (no. 20162BCB23051), the Natural Science Foundation of Jiangxi Province (no. 20171BAB206053), and the Hundred People Voyage Project of Jiangxi Province, which are gratefully acknowledged.
References
 G. Ren, H. Shang, P. Zhang, and T. Zhao, “Bond behaviour of reinforced recycled concrete after rapid freezingthawing cycles,” Cold Regions Science and Technology, vol. 157, pp. 133–138, 2019. View at: Publisher Site  Google Scholar
 R. Kurda, J. de Brito, and J. D. Silvestre, “Water absorption and electrical resistivity of concrete with recycled concrete aggregates and fly ash,” Cement and Concrete Composites, vol. 95, pp. 169–182, 2019. View at: Publisher Site  Google Scholar
 J. Thomas, N. N. Thaickavil, and P. M. Wilson, “Strength and durability of concrete containing recycled concrete aggregates,” Journal of Building Engineering, vol. 19, pp. 349–365, 2018. View at: Publisher Site  Google Scholar
 A. Wongkvanklom, P. Posi, B. Khotsopha et al., “Structural lightweight concrete containing recycled lightweight concrete aggregate,” KSCE Journal of Civil Engineering, vol. 22, no. 8, pp. 3077–3084, 2018. View at: Publisher Site  Google Scholar
 J. F. Liang, E. Wang, X. Zhou, and Q. L. Le, “Influence of high temperature on mechanical properties of concrete containing recycled fine aggregate,” Computers and Concrete, vol. 21, no. 1, pp. 87–94, 2018. View at: Google Scholar
 B. M. Vinay Kumar, H. Ananthan, and K. V. Balaji, “Experimental studies on utilization of recycled coarse and fine aggregates in high performance concrete mixes,” Alexandria Engineering Journal, vol. 57, no. 3, pp. 1749–1759, 2018. View at: Publisher Site  Google Scholar
 S. Sadati and K. H. Khayat, “Restrained shrinkage cracking of recycled aggregate concrete,” Materials and Structures, vol. 50, no. 4, pp. 17–27, 2017. View at: Publisher Site  Google Scholar
 K. Wu, F. Chen, C. Xu, S.Q. Lin, and Y. Nan, “Internal curing effect on strength of recycled concrete and its enhancement in concretefilled thinwall steel tube,” Construction and Building Materials, vol. 153, pp. 824–834, 2017. View at: Publisher Site  Google Scholar
 Y.F. Yang and G.L. Ma, “Experimental behaviour of recycled aggregate concrete filled stainless steel tube stub columns and beams,” ThinWalled Structures, vol. 66, pp. 62–75, 2013. View at: Publisher Site  Google Scholar
 Y.Y. Wang, Y. Geng, Y.C. Chang, and C.J. Zhou, “Timedependent behaviour of recycled concrete filled steel tubes using RCA from different parent waste material,” Construction and Building Materials, vol. 193, pp. 230–243, 2018. View at: Publisher Site  Google Scholar
 W. Li, Z. Luo, C. Wu, and W. H. Duan, “Impact performances of steel tubeconfined recycled aggregate concrete (STCRAC) after exposure to elevated temperatures,” Cement and Concrete Composites, vol. 86, pp. 87–97, 2018. View at: Publisher Site  Google Scholar
 J. Chen, Y. Wang, C. W. Roeder, and J. Ma, “Behavior of normalstrength recycled aggregate concrete filled steel tubes under combined loading,” Engineering Structures, vol. 130, pp. 23–40, 2017. View at: Publisher Site  Google Scholar
 Z. Tao, T.Y. Song, B. Uy, and L.H. Han, “Bond behavior in concretefilled steel tubes,” Journal of Constructional Steel Research, vol. 120, pp. 81–93, 2016. View at: Publisher Site  Google Scholar
 J.Y. Hwang, H.G. Kwak, and Y. Kwon, “A numerical model for considering the bondslip effect in axially loaded circular concretefilled tube columns,” Advances in Structural Engineering, vol. 21, no. 12, pp. 1923–1935, 2018. View at: Publisher Site  Google Scholar
 Y. Chen, R. Feng, Y. Shao, and X. Zhang, “Bondslip behaviour of concretefilled stainless steel circular hollow section tubes,” Journal of Constructional Steel Research, vol. 130, pp. 248–263, 2017. View at: Publisher Site  Google Scholar
 Z. Tao, L.H. Han, B. Uy, and X. Chen, “Postfire bond between the steel tube and concrete in concretefilled steel tubular columns,” Journal of Constructional Steel Research, vol. 67, no. 3, pp. 484–496, 2011. View at: Publisher Site  Google Scholar
 Z. Chen, J. Xu, Y. Liang, and Y. Su, “Bond behaviors of shape steel embedded in recycled aggregate concrete and recycled aggregate concrete filled in steel tubes,” Steel and Composite Structures, vol. 17, no. 6, pp. 929–949, 2014. View at: Publisher Site  Google Scholar
 S. H. Cai, Modern Times Structures of Concrete Filled Steel Tube, China Communications Press, Beijing, China, 2003, in Chinese.
 B. C. Gourley, C. Tort, J. F. Hajjar, and P. H. Schiller, “A synopsis of studies of the monotonic and cyclic behavior of concretefilled steel tube beamcolumns,” Department of Civil and Environmental Engineering, University of Illinois at Urbana Champaign, Urbana, IL, USA, 2008, Structural Engineering Report. View at: Google Scholar
 Y. F. Yang and L. H. Han, “Research on bond behavior between steel and concrete of self compacting concrete filled steel tubes with rectangular sections,” Industrial Construction, vol. 36, no. 11, pp. 32–36, 2006, in Chinese. View at: Google Scholar
Copyright
Copyright © 2019 Peng Hu and JiongFeng Liang. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.