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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

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Front. Struct. Civ. Eng.    2019, Vol. 13 Issue (3) : 628-639    https://doi.org/10.1007/s11709-018-0501-7
RESEARCH ARTICLE
Behaviors of recycled aggregate concrete-filled steel tubular columns under eccentric loadings
Vivian W. Y. TAM1,2, Jianzhuang XIAO1(), Sheng LIU1, Zixuan CHEN1
1. Department of Structural Engineering, Tongji University, Shanghai 200092, China
2. University of Western Sydney, School of Computing, Engineering and Mathematics and Institute for Infrastructure Engineering, Locked Bag 1797, Penrith, NSW 2751, Australia
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Abstract

The paper investigates the behaviors of recycled aggregate concrete-filled steel tubular (RACFST) columns under eccentric loadings with the incorporation of expansive agents. A total of 16 RACFST columns were tested in this study. The main parameters varied in this study are recycled coarse aggregate replacement percentages (0%, 30%, 50%, 70%, and 100%), expansive agent dosages (0%, 8%, and 15%) and an eccentric distance of compressive load from the center of the column (0 and 40 mm). Experimental results showed that the ultimate stresses of RACFST columns decreased with increasing recycled coarse aggregate replacement percentages but appropriate expansive agent dosages can reduce the decrement; the incorporation of expansive agent decreased the ultimate stresses of RACFST columns but an appropriate dosage can increase the deformation ability. The recycled coarse aggregate replacement percentages have limited influence on the ultimate stresses of the RACFST columns and has more effect than that of the normal aggregate concrete-filled steel tubular columns.
Keywords concrete filled steel tubes      recycled aggregate concrete      columns      expansive agent      eccentric load     
Corresponding Author(s): Jianzhuang XIAO   
Online First Date: 01 August 2018    Issue Date: 05 June 2019
 Cite this article:   
Vivian W. Y. TAM,Jianzhuang XIAO,Sheng LIU, et al. Behaviors of recycled aggregate concrete-filled steel tubular columns under eccentric loadings[J]. Front. Struct. Civ. Eng., 2019, 13(3): 628-639.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-018-0501-7
https://academic.hep.com.cn/fsce/EN/Y2019/V13/I3/628
Fig.1  Cross section of specimens
label D (mm) T (mm) L (mm) g (%) b (%) E (mm) fc (N/mm2) Nue (kN) µ
RCFS-0-0-0 220 4 1000 0 0 0 28.14 2913 2.72
RCFS-0-0-40 220 4 1000 0 0 40 28.14 2177 2.03
RCFS-0-8-0 220 4 1000 0 8 0 25.07 2493 2.62
RCFS-0-8-40 220 4 1000 0 8 40 25.07 2236 2.35
RCFS-0-15-0 220 4 1000 0 15 0 20.49 2401 3.08
RCFS-30-0-40 220 4 1000 30 0 40 24.20 2020 2.20
RCFS-30-8-40 220 4 1000 30 8 40 21.19 2035 2.53
RCFS-50-0-40 220 4 1000 50 0 40 22.38 2043 2.41
RCFS-50-8-40 220 4 1000 50 8 40 19.01 2038 2.83
RCFS-70-0-40 220 4 1000 70 0 40 20.38 2010 2.60
RCFS-70-8-40 220 4 1000 70 8 40 20.09 2031 2.66
RCFS-100-0-0 220 4 1000 100 0 0 21.64 1962 2.39
RCFS-100-0-40 220 4 1000 100 0 40 21.64 1726 2.09
RCFS-100-8-0 220 4 1000 100 8 0 18.92 1907 2.65
RCFS-100-8-40 220 4 1000 100 8 40 18.92 1787 2.48
RCFS-100-15-0 220 4 1000 100 15 0 19.47 1666 2.26
Tab.1  Details of specimens and test results
Fig.2  Typical measured stress-strain curves for steel
steel type yield strength
fy(N/mm2)		 ultimate strength
fu (N/mm2)		 elastic modulus
Es (N/mm2)
carbon steel 366 500 190000
Tab.2  Material properties of steel
size range
(mm)		 apparent density
(kg/m3)		 loose bulk density
(kg/m3)		 close packing density
(kg/m3)		 crush index
(%)		 24 h absorption rate
(%)
5?16.5 2439 1281 1372 13.7 7.5
16.5?31.5 2462 1326 1390 11.1 6.1
Tab.3  Properties of recycled coarse aggregate
type γ
(%)		 β
(%)		 strength at 28 days
fcu (N/mm2)		 elastic modulus at 28 days
Ec (N/mm2)
NC-1 0 0 42.08 26,646
NC-2 0 8 37.48 25,840
NC-3 0 15 30.63 24,336
RAC-1 30 0 36.18 25,586
RAC-2 30 8 31.69 24,598
RAC-3 50 0 33.47 25,012
RAC-4 50 8 28.42 23,747
RAC-5 70 0 30.47 24,295
RAC-6 70 8 30.04 24,184
RAC-7 100 0 32.36 24,757
RAC-8 100 8 28.29 23,711
RAC-9 100 15 29.11 23,983
Tab.4  Material properties of concrete
Fig.3  Test setup. (a) Photograph; (b) diagrammatic view; (c) section A-A: strain gauge locations
Fig.4  Failure appearance of typical RCFS columns after testing
Fig.5  Influence of g on ultimate load
Fig.6  Influence of b on ultimate load
Fig.7  Influence of e on ultimate load
Fig.8  Load-axial strain curves of columns subjected to eccentric loadings. (a) RCFS-0-0-40; (b) RCFS-0-8-40; (c) RCFS-30-0-40; (d) RCFS-30-8-40; (e) RCFS-50-0-40; (f) RCFS-50-8-40; (g) RCFS-70-0-40; (h) RCFS-70-8-40; (i) RCFS-100-0-40; (j) RCFS-100-8-40. Note: 1, 2, 3, 4, and 5 are strain gauge names, strain gauge locations were shown in Fig. 3(c)
Fig.9  Load-axial strain curves of strain gauge 5 with different g. (a) b=8%; (b) b=0%
Fig.10  Typical comparison of load-axial strain curves influenced by b
Fig.11  Load-circumferential strain curves of columns subjected to eccentric loadings. (a) RCFS-0-0-40; (b) RCFS-0-8-40; (c) RCFS-30-0-40; (d) RCFS-30-8-40; (e) RCFS-50-0-40; (f) RCFS-50-8-40; (g) RCFS-70-0-40; (h) RCFS-70-8-40; (i) RCFS-100-0-40; (j) RCFS-100-8-40. Note: 7, 8 and 9 are strain gauge names, strain gauge locations were shown in Fig. 3(c)
Fig.12  Load-circumferential strain curves of strain gauge 9 with different g. (a) b=8%; (b) b=0%
Fig.13  Typical comparison of load-circumferential strain curves influenced by b
Fig.14  Strength index for columns subjected to eccentric loading
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