Advances in Civil Engineering
Volume 2019 (2019), Article ID 4873451, 8 pages
https://doi.org/10.1155/2019/4873451

Research Article

Bond Behavior of CRACFST Columns after Exposure to Elevated Temperatures

Peng Hu1,2 and Jiong-Feng Liang²

¹College of Civil Engineering, Xi’an University of Architecture & Technology, Xi’an, Shanxi 710055, China
²Faculty of Civil & Architecture Engineering, East China University of Technology, Nanchang, Jiangxi 330013, China

Correspondence should be addressed to Jiong-Feng Liang; jiongfeng108@126.com

Received 21 March 2019; Revised 13 May 2019; Accepted 12 June 2019; Published 1 July 2019

Academic Editor: Xuemei Liu

Copyright © 2019 Peng Hu and Jiong-Feng 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.

Abstract.

The bond behavior of post-heated circular recycled aggregate concrete-filled steel tube (CRACFST) columns is experimentally investigated in this paper. A total of 24 heated push-out 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 length-to-diameter ratio, on the bond stress-slip curves and bond strength. The results show that the push-out CRACFST specimens exhibit some differences in bond stress-slip 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 post-heated 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 concrete-filled 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 concrete-filled steel tubes (RACFST), and a creep model for RACFST was provided. Li et al. [11] explored the impact performances of steel tube-confined recycled aggregate concrete (STCRAC) after exposure to elevated temperatures. Chen et al. [12] experimentally studied the mechanical behavior of normal-strength recycled aggregate concrete-filled 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 height-to-diameter ratio, diameter-to-thickness ratio, and concrete strength on the bond-slip behavior of concrete-filled stainless steel circular hollow section tubes. Tao et al. [16] studied bond performance between the steel tube and concrete in concrete-filled 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 concrete-filled 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 length-to-diameter ratio (L/D = 2.3 and 3.6, where L is the length of the steel-concrete interface and D is the diameter of the concrete section). Details of the specimens are presented in Table 1.

Table 1: Summary of test specimens and results.

No.
D × ts × Le (mm)
T (°C)
t (min)
r (%)
Concrete type
Le/D
τu (MPa)
Su (mm)

C1
114 × 3 × 410
600
120
0
C30
3.6
1.28
1.35

C2
114 × 3 × 410
600
120
50
C30
3.6
1.32
1.37

C3
114 × 3 × 410
600
120
100
C30
3.6
1.51
1.23

C4
114 × 3 × 410
600
120
0
C40
3.6
1.44
1.35

C5
114 × 3 × 410
600
120
50
C40
3.6
1.61
1.21

C6
114 × 3 × 410
600
120
100
C40
3.6
1.69
1.29

C7
114 × 3 × 260
600
120
0
C30
2.3
1.41
1.77

C8
114 × 3 × 260
600
120
50
C30
2.3
1.45
1.59

C9
114 × 3 × 260
600
120
100
C30
2.3
1.66
1.44

C10
114 × 3 × 260
20
0
0
C30
2.3
0.61
1.24

C11
114 × 3 × 260
200
120
0
C30
2.3
0.88
1.58

C12
114 × 3 × 260
400
120
0
C30
2.3
1.25
2.07

C13
114 × 3 × 260
800
120
0
C30
2.3
1.84
3.83

C14
114 × 3 × 260
20
0
50
C30
2.3
0.62
0.95

C15
114 × 3 × 260
200
120
50
C30
2.3
0.89
2.12

C16
114 × 3 × 260
400
120
50
C30
2.3
1.32
2.01

C17
114 × 3 × 260
800
120
50
C30
2.3
2.07
3.79

C18
114 × 3 × 260
20
0
100
C30
2.3
0.65
1.25

C19
114 × 3 × 260
200
120
100
C30
2.3
0.95
1.40

C20
114 × 3 × 260
400
120
100
C30
2.3
1.41
2.63

C21
114 × 3 × 260
800
120
100
C30
2.3
2.37
2.75

C22
114 × 3 × 260
600
30
0
C30
2.3
1.04
0.67

C23
114 × 3 × 260
600
60
0
C30
2.3
1.18
0.97

C24
114 × 3 × 260
600
30
50
C30
2.3
1.14
0.72

C25
114 × 3 × 260
600
60
50
C30
2.3
1.42
1.17

C26
114 × 3 × 260
600
30
100
C30
2.3
1.25
1.55

C27
114 × 3 × 260
600
60
100
C30
2.3
1.61
1.39

2.2. Material Properties

The design of the concrete mix and cube concrete strength (fcu) 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 175-1999, 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.

Table 2: Mix proportion of the recycled coarse aggregate concrete.

Concrete type
r (%)
RCA (kg·m⁻³)
Cement (kg·m⁻³)
Sand (kg·m⁻³)
NCA (kg·m⁻³)
Water (kg·m⁻³)
fcu (MPa)

C30
0
0
513
474
1218
195
35.5

50
609
513
474
609
195
33.2

100
1218
513
474
0
195
31.1

C40
0
0
454
595
1152
200
48.4

50
576
454
595
576
200
45.2

100
1152
454
595
0
200
40.3

Table 3: Physical properties of RCA.

Grading (mm)
Bulk density (kg/m³)
Apparent density (kg/m³)
Water absorption (%)
Silt content (%)
Crushing value (%)

5–20
1385
2490
8.47
5.5
13.2

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 high-capacity 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 YAW-3000 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)

Figure 1: Test setup.

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 push-out test. All the push-out 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 push-out 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 fcu of RAC, peak load Pu, peak bond stress τu, and unloaded end slip, are summarized in Table 3. The bond strength can be calculated by

where τu is the bond strength between the concrete and steel tube, is the peak load, and A is the contact area along the embedment length.

Figure 2: Typical failure mode.

3.2. Effect of High Temperature

The effect of temperature T on stress-slip (τ-S) curves is given in Figure 3. It can be seen that temperature influences the shape of τ-S 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 τu. 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.

Figure 3: Typical bond stress-slip after exposure to different temperatures.

Figure 4: Effect of high temperatures on bond strength.

3.3. Effect of Exposure Period

The bond stress-slip 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 Su. 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.

Figure 5: Typical bond stress-slip of different exposure periods.

Figure 6: Effect of exposure periods on bond strength.

3.4. Effect of RCA Replacement Ratio

The bond stress-slip 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 stress-slip 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.

Figure 7: Typical bond stress-slip for different RCA replacement ratios.

Figure 8: Effect of RCA replacement ratio on bond strength.

3.5. Effect of Concrete Strength

The influences of concrete strength on the bond stress-slip 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 stress-slip 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.

Figure 9: Typical bond stress-slip of different concrete strengths.

Figure 10: Effect of concrete strength on bond strength.

3.6. Effect of Interface Length to Diameter Ratio

Figure 11 shows the bond stress-slip curves of different interface length-to-diameter ratios, Le/D. It can be seen that Le/D did not affect the basic shape of bond stress-slip curves. The effect of Le/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 Le/D. This is because the bond strength is mainly provided by the steel-concrete interaction near the loaded end and the constraint ability for the specimens with smaller Le/D is relatively good, thus resulting in a higher bond strength.

Figure 11: Typical bond stress-slip of different interface length-to-diameter ratios.

Figure 12: Effect of length-diameter ratio on 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 as

where and are the external diameter and thickness of the circular steel tube, respectively.

Additionally, Yang and Han [20] proposed an expression for bond strength as

where 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 steel-concrete 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 as

where 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 steel-concrete 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.

Table 4: Summary of the calculated and the experimental bond strength.

No.
τexpu (MPa)
τcalu (MPa)
Error (%)

C1
1.28
1.40
10.14

C2
1.32
1.41
7.37

C3
1.51
1.50
0.30

C4
1.44
1.53
5.96

C5
1.61
1.55
4.09

C6
1.69
1.67
1.27

C7
1.41
1.53
9.13

C8
1.45
1.55
6.51

C9
1.66
1.65
0.73

C10
0.61
0.62
2.64

C11
0.88
0.98
11.81

C12
1.25
1.17
6.51

C13
1.84
2.09
13.81

C14
0.61
0.63
2.69

C15
0.89
0.99
10.29

C16
1.32
1.17
10.88

C17
2.07
2.11
1.70

C18
0.65
0.67
3.25

C19
0.95
1.06
11.09

C20
1.41
1.25
11.25

C21
2.37
2.25
4.94

C22
1.04
1.12
7.34

C23
1.18
1.26
6.94

C24
1.14
1.13
1.02

C25
1.42
1.27
10.59

C26
1.25
1.20
3.63

C27
1.61
1.35
16.03

4. Conclusions

Based on the experimental results presented in the paper, the following conclusions can be drawn:

(i)The shape of the bond stress-slip curve for RACFST is influenced by only the temperature and exposure period, which is hardly affected by RCA replacement ratio, concrete strength, and/or length-to-diameter 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 length-to-diameter 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 stress-slippage 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.

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