Stress-strain relationship of recycled self-compacting concrete filled steel tubular column subjected to eccentric compression

doi:10.1007/s11709-020-0618-3

Front. Struct. Civ. Eng.

2020, Vol. 14

Issue (3) : 760-772 https://doi.org/10.1007/s11709-020-0618-3

RESEARCH ARTICLE

Stress-strain relationship of recycled self-compacting concrete filled steel tubular column subjected to eccentric compression

Feng YU, Cheng QIN, Shilong WANG(

), Junjie JIANG, Yuan FANG

College of Civil Engineering, Anhui University of Technology, Ma’anshan 243002, China

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Abstract

As a typical compression member, the concrete-filled steel tube has been widely used in civil engineering structures. However, little research on recycled self-compacting concrete filled circular steel tubular (RSCCFCST) columns subjected to eccentric load was reported. In this study, 21 specimens were designed and experimental studies on the stress-strain relationship of were carried out to study the mechanical behaviors. Recycled coarse aggregate replacement ratio, concrete strength grade, length to diameter ratio and eccentric distance of specimens were considered as the main experimental parameters to carry out eccentric compression tests. The corresponding stress-strain relationship curves were used to analyze the influence of concerned parameters on eccentric load-bearing capacity of RSCCFCST columns. The experimental results show that the strain of the eccentric compression stress-strain curves increase with the increase of recycled coarse aggregate replacement ratio and concrete strength grade. With increase of eccentric distance, the ductility of specimens increases while the bearing capacity decreases. Moreover, a phenomenological model of RSCCFCST columns is proposed, which exhibits versatile ability to capture the process during loading. The present study is expected to further understanding the behaviors and to provide guidance of RSCCFCST columns in design and engineering applications.

Keywords concrete filled circular steel tubular columns recycled self-compacting concrete eccentric compression recycled coarse aggregate replacement ratio stress-strain relationship

Corresponding Author(s): Shilong WANG

Just Accepted Date: 07 May 2020 Online First Date: 16 June 2020 Issue Date: 13 July 2020

Cite this article:

Feng YU,Cheng QIN,Shilong WANG, et al. Stress-strain relationship of recycled self-compacting concrete filled steel tubular column subjected to eccentric compression[J]. Front. Struct. Civ. Eng., 2020, 14(3): 760-772.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0618-3
https://academic.hep.com.cn/fsce/EN/Y2020/V14/I3/760

Tab.1 Particle grading of recycled coarse aggregate

Fig.1 On-site measurement map of (a) the slump flow test and (b) J-ring slump flow test of recycled self-compacting concrete.

Tab.2 Mix ratio of recycled self-compacting concrete

Tab.3 Mechanical properties of recycled self-compacting concrete

Fig.2 (a) Tensile specimen of steel tube used in this study and (b) the corresponding failure mode.

Fig.3 Failure mode of steel tube under (a) axial compression and (b) the corresponding stress-strain relationship curves.

Tab.4 Test results of mechanical properties of steel tube

no.	D (mm)	t (mm)	L (mm)	$γ$ (%)	e (mm)	$e / r$	L/D	concrete (grades)
RSCS-01	140	3.63	500	??0	?0	0.00	3.57	S1/C30
RSCSE-1	140	3.63	500	??0	20	0.30	3.57	S1/C30
RSCSE-2	140	3.63	500	??0	40	0.60	3.57	S1/C30
RSCSE-3	140	3.63	500	??0	60	0.90	3.57	S1/C30
RSCS-04	140	3.63	500	?50	?0	0.00	3.57	S2/C30
RSCSE-4	140	3.63	500	?50	20	0.30	3.57	S2/C30
RSCSE-5	140	3.63	500	?50	40	0.60	3.57	S2/C30
RSCSE-6	140	3.63	500	?50	60	0.90	3.57	S2/C30
RSCS-07	140	3.63	500	100	?0	0.00	3.57	S3/C30
RSCSE-7	140	3.63	500	100	20	0.30	3.57	S3/C30
RSCSE-8	140	3.63	500	100	40	0.60	3.57	S3/C30
RSCSE-9	140	3.63	500	100	60	0.90	3.57	S3/C30
RSCS-010	140	3.63	500	100	?0	0.00	3.57	S4/C50
RSCSE-10	140	3.63	500	100	20	0.30	3.57	S4/C50
RSCSE-11	140	3.63	500	100	40	0.60	3.57	S4/C50
RSCSE-12	140	3.63	500	100	60	0.90	3.57	S4/C50
RSCS-013	140	3.63	500	100	?0	0.00	3.57	S5/C60
RSCSE-13	140	3.63	500	100	20	0.30	3.57	S5/C60
RSCSE-14	140	3.63	500	100	40	0.60	3.57	S5/C60
RSCSE-15	140	3.63	500	100	60	0.90	3.57	S5/C60
RSCS-016	140	3.63	1000?	100	?0	0.00	7.14	S4/C50
RSCSE-16	140	3.63	1000?	100	20	0.30	7.14	S4/C50
RSCSE-17	140	3.63	1000?	100	40	0.60	7.14	S4/C50
RSCSE-18	140	3.63	1000?	100	60	0.90	7.14	S4/C50
RSCS-019	140	3.63	1500?	100	?0	0.00	10.71	S4/C50
RSCSE-19	140	3.63	1500?	100	20	0.30	10.71	S4/C50
RSCSE-20	140	3.63	1500?	100	40	0.60	10.71	S4/C50
RSCSE-21	140	3.63	1500?	100	60	0.90	10.71	S4/C50

Tab.5 Main parameters of RSCCFCST specimens

Fig.4 (a) Schematic diagram of the eccentric compression test and (b) the corresponding set-up.

Fig.5 The failure modes of the short RSCCFCST columns under eccentric compression.

Fig.6 The failure modes of the medium long RSCCFCST columns under eccentric compression.

Fig.7 Effects of recycled coarse aggregate replacement ratio on stress-strain relationship of specimens with eccentric distance of (a) 20, (b) 40, and (c) 60 mm.

Fig.8 Effects of concrete strength grade on stress-strain relationship of specimens with eccentric distance of (a) 20, (b) 40, and (c) 60 mm.

Fig.9 Effects of length to diameter ratio on stress-strain relationship of specimens with eccentric distance of (a) 20, (b) 40, and (c) 60 mm.

Fig.10 Effects of eccentric distance on stress-strain relationship of specimens.

Fig.11 Stress-strain curves of (a) RSCSE17 and (b) RSCSE20 at the measurement point of the 1/4, 1/2, and 3/4 height of specimen.

Fig.12 Demonstration of the sectional analysis of the RSCCFCST columns.

Fig.13 Comparison of calculated and experimental values of the stress-strain relationship model of the specimens with length of (a) 500, (b) 1000, and (c) 1500 mm.

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