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Frontiers of Structural and Civil Engineering

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:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-020-0618-3
http://journal.hep.com.cn/fsce/EN/Y2020/V14/I3/760
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Feng YU
Cheng QIN
Shilong WANG
Junjie JIANG
Yuan FANG
particle grading value
screen size (mm) 4.75 9.50 16.0 19.0 26.5
cumulative screening allowance (%) 100 93.8 67 32.2 20.4
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.
no. w/b ratio water (L) sand (kg) cement (kg) fly ash (kg) HPWRE (kg) aggregate (kg)
natural gravel recycled coarse aggregate
S1 0.46 210 736 305 144 3.143 798 0
S2 0.46 210 736 305 144 3.143 399 399
S3 0.46 210 736 305 144 3.143 0 798
S4 0.32 176 936 395 151 1.638 0 798
S5 0.28 164 736 477 113 1.770 0 798
Tab.2  Mix ratio of recycled self-compacting concrete
no. cube compressive
strength (MPa)
axial compressive strength (MPa) Poisson’s ratio elastic modulus ( × 104 MPa)
S1 36.2 29.1 0.217 2.63
S2 34.6 27.8 0.174 2.57
S3 33.0 26.3 0.152 2.31
S4 53.4 42.8 0.168 2.73
S5 61.8 49.5 0.165 3.02
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.
mechanical properties steel tube wall thickness (mm) yield strength (MPa) tensile strength (MPa) elastic modulus (×105 MPa) Poisson’s ratio
value 3.63 233.23 295.68 2.00 0.297
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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