Axial compression behavior of CFRP-confined rectangular concrete-filled stainless steel tube stub column

doi:10.1007/s11709-021-0762-4

Front. Struct. Civ. Eng.

2021, Vol. 15

Issue (5) : 1144-1159 https://doi.org/10.1007/s11709-021-0762-4

RESEARCH ARTICLE

Axial compression behavior of CFRP-confined rectangular concrete-filled stainless steel tube stub column

Hongyuan TANG¹(

), Ruizhong LIU¹, Xin ZHAO¹, Rui GUO¹, Yigang JIA²

¹. Institute of Structural Engineering, Xihua University, Chengdu 610039, China
². Institute of Design and Research, Nanchang University, Nanchang 330029, China

Download: PDF(11927 KB) HTML
Export: BibTeX | EndNote | Reference Manager | ProCite | RefWorks

Abstract

The mechanical properties of CFRP-confined rectangular concrete-filled stainless steel tube (CFSST) stub columns under axial compression were experimentally studied. A total of 28 specimens (7 groups) were fabricated for the axial compression test to study the influences of length-to-width ratio, CFRP constraint coefficient, and the thickness of stainless steel tube on the axial compression behavior. The specimen failure modes, the stress development of stainless steel tube and CFRP wrap, and the load–strain ratio curves in the loading process were obtained. Meanwhile, the relationship between axial and transverse deformations of each specimen was analyzed through the typical relative load−strain ratio curves. A bearing capacity prediction method was proposed based on the twin-shear strength theory, combining the limit equilibrium state of the CFRP-confined CFSST stub column under axial compression. The prediction method was calibrated by the test data in this study and other literature. The results show that the prediction method is of high accuracy.

Keywords CFRP rectangular CFSST stub column bearing capacity limit equilibrium state twin-shear strength theory

Corresponding Author(s): Hongyuan TANG

Just Accepted Date: 30 August 2021 Online First Date: 30 September 2021 Issue Date: 29 November 2021

Cite this article:

Hongyuan TANG,Ruizhong LIU,Xin ZHAO, et al. Axial compression behavior of CFRP-confined rectangular concrete-filled stainless steel tube stub column[J]. Front. Struct. Civ. Eng., 2021, 15(5): 1144-1159.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0762-4
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I5/1144

Fig.1 Cross section of specimen.

specimen	section size (mm)	H/ B	L (mm)	$t s$ (mm)	n _f	$t f r$ (mm)	$ξ s$	$ξ f r$	$N u$ (kN)
RA0	120 × 60	2.0	360	4	0	0.00	4.31	0.000	1261
RA1	120 × 60	2.0	360	4	1	0.17	4.31	0.667	1391
RA2	120 × 60	2.0	360	4	2	0.34	4.31	1.334	1412
RA3	120 × 60	2.0	360	4	3	0.51	4.31	2.001	1478
RB0	120 × 60	2.0	360	5	0	0.00	6.09	0.000	1632
RB1	120 × 60	2.0	360	5	1	0.17	6.09	0.706	1728
RB2	120 × 60	2.0	360	5	2	0.34	6.09	1.412	1816
RB3	120 × 60	2.0	360	5	3	0.51	6.09	2.118	1899
RC0	120 × 80	1.5	360	4	0	0.00	3.33	0.000	1362
RC1	120 × 80	1.5	360	4	1	0.17	3.33	0.482	1453
RC2	120 × 80	1.5	360	4	2	0.34	3.33	0.964	1612
RC3	120 × 80	1.5	360	4	3	0.51	3.33	1.446	1786
RD0	120 × 80	1.5	360	5	0	0.00	4.67	0.000	1732
RD1	120 × 80	1.5	360	5	1	0.17	4.67	0.505	1821
RD2	120 × 80	1.5	360	5	2	0.34	4.67	1.010	1921
RD3	120 × 80	1.5	360	5	3	0.51	4.67	1.515	2008
SA0	120 × 120	1.0	360	4	0	0.00	2.76	0.000	1815
SA1	120 × 120	1.0	360	4	1	0.17	2.76	0.740	1946
SA2	120 × 120	1.0	360	4	2	0.34	2.76	1.480	2054
SA3	120 × 120	1.0	360	4	3	0.51	2.76	2.220	2127
SB0	120 × 120	1.0	360	5	0	0.00	3.73	0.000	2275
SB1	120 × 120	1.0	360	5	1	0.17	3.73	0.770	2388
SB2	120 × 120	1.0	360	5	2	0.34	3.73	1.540	2488
SB3	120 × 120	1.0	360	5	3	0.51	3.73	2.300	2615
SC0	120 × 120	1.0	360	6	0	0.00	4.71	0.000	2854
SC1	120 × 120	1.0	360	6	1	0.17	4.71	0.800	2952
SC2	120 × 120	1.0	360	6	2	0.34	4.71	1.590	3032
SC3	120 × 120	1.0	360	6	3	0.51	4.71	2.390	3279

Tab.1 Parameters of specimens

section size (mm)	$σ 0.2$ (MPa)	$E 0$ (GPa)	n
120 × 60 × 4	538	195	5
120 × 60 × 5	581	200	4
120 × 80 × 4	516	196	5
120 × 80 × 5	558	200	5
120 × 120 × 4	549	203	5
120 × 120 × 5	578	203	5
120 × 120 × 6	598	203	5

Tab.2 Material properties of stainless steel

material	E _fr (GPa)	υ	$f f r$ (MPa)
CFRP	243	0.2	3418

Tab.3 Material properties of CFRP

Fig.2 Strain gauges and measurement layout: (a) arrangement of strain gauges on CFRP; (b) arrangement of strain gauges on stainless steel tube; (c) arrangement of LVDTs.

Fig.3 Failure modes: (a) RA0; (b) RC0; (c) RA1; (d) RA1; (e) final failure modes after peeling off CFRP.

Fig.4 Load–strain relationship of CFRP and tube.

Fig.5 Load versus strain curves for tested specimens: (a) 120 mm × 60 mm × 4 mm; (b) 120 mm × 60 mm × 5 mm; (c) 120 mm × 80 mm × 4 mm; (d) 120 mm × 80 mm × 5 mm; (e) 120 mm × 120 mm × 4 mm; (f) 120 mm × 120 mm × 5 mm; (g) 120 mm × 120 mm × 6 mm; (h) typical load–longitudinal strain curve.

Fig.6 Relative load ( N/ N _u)?strain ratio ( ν) curve: (a)

n f

= 1; (b)

n f

= 2; (c)

n f

= 3; (d) typical N/ N _u? ν curves.

Fig.7 Relative load ( N/ N _u)–strain ratio ( ν) curve of specimens RD.

Fig.8 Relative load ( N/ N _u)-strain ratio ( ν) curve of specimen SC0.

Fig.9 Effect of

ξ s

on N _u.

Fig.10 Effect of H/ B on N _u.

Fig.11 Effect of CFRP confinement on N _u: (a) effect of

ξ f r

on N _u; (b) effect of

n f

on N _u.

Tab.4 List of characteristic points of ductility

Fig.12 Sketch map of lateral forces on rectangular stainless steel tube: (a) long side; (b) short side.

Fig.13 Effectively confined concrete core of cross-section.

Fig.14 Stress diagram of equivalent round steel tube.

Fig.15 Stress state of the core concrete.

specimen	B (mm)	H (mm)	$t s$ (mm)	$R c$ (mm)	$E 0$ (GPa)	υ	$σ 0.2$ (MPa)	f _ck (MPa)	N _u (kN)	N _cr (kN)	N _cr/ N _u	Ref. No
120 × 60 × 4-0	60	120	4	4	195	0.3	538	33.44	1261	1184	0.94	this paper
120 × 60 × 5-0	60	120	5	5	200	0.3	581	33.44	1632	1522	0.93
120 × 80 × 4-0	80	120	4	4	196	0.3	516	33.44	1362	1338	0.98
120 × 80 × 5-0	80	120	5	5	200	0.3	558	33.44	1732	1705	0.98
120 × 120 × 4-0	120	120	4	4	203	0.3	549	33.44	1815	1788	0.99
120 × 120 × 5-0	120	120	5	5	203	0.3	578	33.44	2275	2210	0.97
120 × 120 × 6-0	120	120	6	6	203	0.3	592	33.44	2854	2614	0.92
150 × 150 × 6C40	150	150	6	6	194	0.3	497	35.4	2768	3005	1.08	[ 16]
150 × 150 × 6C60	150	150	6	6	194	0.3	497	47.05	2972	3231	1.08	[ 16]
100 × 100 × 5C30	100	100	5	5	180	0.3	458	22.8	1410	1383	0.98	[ 35]
100 × 100 × 5C60	100	100	5	5	180	0.3	458	40.28	1488	1527	1.03
100 × 100 × 5C100	100	100	5	5	180	0.3	458	56.24	1559	1658	1.06
50 × 50 × 2C20	50	50	2	2	205.1	0.3	353	16.3	261	221	0.85	[ 17]
50 × 50 × 2C30	50	50	2	2	205.1	0.3	353	26.5	282	242	0.86
50 × 50 × 3C20	50	50	3	3	202.9	0.3	440	16.3	417	381	0.91
100 × 100 × 3C20	100	100	3	3	195.7	0.3	358	16.3	716	703	0.98
100 × 100 × 3C30	100	100	3	3	195.7	0.3	358	26.5	757	793	1.05
100 × 100 × 5C20	100	100	5	5	195.7	0.3	435	16.3	1449	1270	0.88
100 × 100 × 5C30	100	100	5	5	195.7	0.3	435	26.5	1490	1352	0.91
150 × 150 × 3C20	150	150	3	3	192.6	0.3	268	16.3	1062	962	0.91
150 × 150 × 3C30	150	150	3	3	192.6	0.3	268	26.5	1209	1173	0.97
150 × 150 × 5C20	150	150	5	5	192.6	0.3	340	16.3	1935	1641	0.85
150 × 150 × 5C30	150	150	5	5	192.6	0.3	340	26.5	2048	1840	0.90
304-t8c50	295.52	295.52	7.75	7.75	196.6	0.3	293	36.6	6290	6277	1.00	[ 36]
304-t10c50	300	300	9.87	9.87	196.2	0.3	287	36.6	7113	7212	1.01
304-t12c50	303.74	303.74	11.87	11.87	199.4	0.3	301	36.6	7924	8411	1.06
304-t8c70	295.52	295.52	7.75	7.75	196.6	0.3	293	54.5	6743	7692	1.14
304-t10c70	300	300	9.87	9.87	196.2	0.3	287	54.5	7947	8589	1.09
304-t12c70	303.74	303.74	11.87	11.87	199.4	0.3	301	54.5	8575	9788	1.14
304-t8c80	295.52	295.52	7.75	7.75	196.6	0.3	293	62.4	7436	8309	1.12
304-t10c80	300	300	9.87	9.87	196.2	0.3	287	62.4	8430	9204	1.09
304-t12c80	303.74	303.74	11.87	11.87	199.4	0.3	301	62.4	9257	10402	1.12

Tab.5 Calculation and test values of bearing capacity

Fig.16 Comparison diagram of calculated and test values.

Fig.17 Influence of

ξ f r / ξ s

on the lifting degree of bearing capacity: (a) H/ B ≥ 1.5; (b) H/ B = 1.0.

Fig.18 Statistics graph of

N c f r / N u

Fig.19 The effect of H/ B on the bearing capacity of CFRP constrained specimens.

1	T Ozbakkaloglu, D J Oehlers. Manufacture and testing of a novel FRP tube confinement system. Engineering Structures, 2008, 30( 9): 2448– 2459 https://doi.org/10.1016/j.engstruct.2008.01.014
2	S P C Marques, D C D S C Marques, J Lins da Silva, M A A Cavalcante. Model for analysis of short columns of concrete confined by fiber-reinforced polymer. Journal of Composites for Construction, 2004, 8( 4): 332– 340 https://doi.org/10.1061/(ASCE)1090-0268(2004)8:4(332)
3	T Jiang, J G Teng. Analysis-oriented stress–strain models for FRP-confined concrete. Engineering Structures, 2007, 29( 11): 2968– 2986 https://doi.org/10.1016/j.engstruct.2007.01.010
4	M J Masia, T N Gale, N G Shrive. Size effects in axially loaded square-section concrete prisms strengthened using carbon fibre reinforced polymer wrapping. Canadian Journal of Civil Engineering, 2004, 31( 1): 1– 13 https://doi.org/10.1139/l03-064
5	Y C Guo, S H Xiao, J W Luo, Y Y Ye, J J Zeng. Confined concrete in fiber-reinforced polymer partially wrapped square columns: Axial compressive behavior and strain distributions by a particle image velocimetry sensing technique. Sensors (Basel), 2018, 18( 12): 4118– https://doi.org/10.3390/s18124118
6	Y F Wang, H L Wu. Size effect of concrete short columns confined with aramid FRP jackets. Engineering Structures, 2011, 15( 4): 535– 544
7	T Ozbakkaloglu. Behavior of square and rectangular ultra high-strength concrete-filled FRP tubes under axial compression. Composites Part B:Engineering, 2013, 54 : 97– 111 https://doi.org/10.1016/j.compositesb.2013.05.007
8	J L Yang, S W Lu, J Z Wang, Z Wang. Behavior of CFRP partially wrapped square seawater sea-sand concrete columns under axial compression. Engineering Structures, 2020, 222 : 111119– https://doi.org/10.1016/j.engstruct.2020.111119
9	Tao Z, Han L H, Zhuang J P. Using CFRP to strengthen concrete-filled steel tubular columns: Stub column tests. In: Fourth International Conference on Advances in Steel Structures. Shanghai: Elsevier Science Ltd, 2005, 701–706
10	Z Tao, L H Han, J P Zhuang. Axial loading behavior of CFRP strengthened concrete-filled steel tubular stub columns. Advances in Structural Engineering, 2007, 10( 1): 37– 46 https://doi.org/10.1260/136943307780150814
11	Y Wang, G Cai, A S Larbi, D Waldmann, K D Tsavdaridis, J Ran. Monotonic axial compressive behaviour and confinement mechanism of square CFRP-steel tube confined concrete. Engineering Structures, 2020, 217 : 110802– https://doi.org/10.1016/j.engstruct.2020.110802
12	J F Dong, Q Y Wang, Z W Guan. Structural behaviour of recycled aggregate concrete filled steel tube columns strengthened by CFRP. Engineering Structures, 2013, 48 : 532– 542 https://doi.org/10.1016/j.engstruct.2012.11.006
13	M C Sundarraja, G G Prabhu. Experimental study on CFST members strengthened by CFRP composites under compression. Journal of Constructional Steel Research, 2012, 72 : 75– 83
14	F Zhou, C Fang, Y S Chen. Experimental and numerical studies on stainless steel tubular members under axial cyclic loading. Engineering Structures, 2018, 171 : 72– 85 https://doi.org/10.1016/j.engstruct.2018.05.093
15	C Fang, F Zhou, C H Luo. Cold-formed stainless steel RHSs/SHSs under combined compression and cyclic bending. Journal of Constructional Steel Research, 2018, 141 : 9– 22 https://doi.org/10.1016/j.jcsr.2017.11.001
16	B Young, E Ellobody. Experimental investigation of concrete-filled cold-formed high strength stainless steel tube columns. Journal of Constructional Steel Research, 2006, 62( 5): 484– 492 https://doi.org/10.1016/j.jcsr.2005.08.004
17	B Uy, Z Tao, L H Han. Behaviour of short and slender concrete-filled stainless steel tubular columns. Journal of Constructional Steel Research, 2011, 67( 3): 360– 378 https://doi.org/10.1016/j.jcsr.2010.10.004
18	C Ibañez, D Hernandez-Figueirido, A Piquer. Shape effect on axially loaded high strength CFST stub columns. Journal of Constructional Steel Research, 2018, 147 : 247– 256 https://doi.org/10.1016/j.jcsr.2018.04.005
19	H Y Tang, J L Chen, L Y Fan, X J Sun, C M Peng. Experimental investigation of FRP-confined concrete-filled stainless steel tube stub columns under axial compression. Thin-walled Structures, 2020, 146 : 106483– https://doi.org/10.1016/j.tws.2019.106483
20	GB/T228.1–2010. Tensile Testing of Metallic Materials Part 1: Room Temperature Test Method. Beijing: General Administration of Quality Supervision, inspection and Quarantine of the People’s Republic of China, 2010 (in Chinese)
21	GB/T50080–2016. Standard for Performance Test Method of Ordinary Concrete Mixture. China Construction Industry Press: Ministry of Housing and Urban Rural Development of the People’s Republic of China, 2016 (in Chinese)
22	H Y Tang, X Z Deng, Z B Lin, X Zhou. Analytical and experimental investigation on bond behavior of CFRP-to-stainless steel interface. Composite Structures, 2019, 212 : 94– 105 https://doi.org/10.1016/j.compstruct.2019.01.007
23	A M Erfan, H H Ahmed, B A Mina, T A El-Sayed. Structural performance of eccentric ferrocement RC columns. Nanoscience and Nanotechnology Letters, 2019, 11 : 1– 13 https://doi.org/10.1166/nnl.2019.3008
24	CECS 159: 2004. Technical Specification for Structures with Concrete-filled Rectangular Steel Tube Members. China planning Press: China Association for Engineering Construction Standardization, 2004
25	ACI 318. Building Code Requirements for Reinforced Concrete and Commentary. Detroit: American Concrete Institute, 2005
26	Yu M H. Unified Strength theory and Its Applications. Berlin, Heidelberg: Springer Press, 2004
27	J A B Mander, M J N Priestley, R Park. Theoretical stress−strain model for confined concrete. Journal of Structural Engineering, 1988, 114( 8): 1804– 1826 https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1804)
28	Zhong S T. Concrete Filled Steel Tube Structures. 3rd ed. Beijing: Tsinghua University Press, 2003 (in Chinese)
29	N E Shanmugam, B Lakshmi. State of the art report on steel-concrete composite columns. Journal of Constructional Steel Research, 2001, 57( 10): 1041– 1080 https://doi.org/10.1016/S0143-974X(01)00021-9
30	H B Ge, T Usami. Strength analysis of concrete filled thin-walled steel box columns. Journal of Constructional Steel Research, 1994, 30( 3): 259– 281 https://doi.org/10.1016/0143-974X(94)90003-5
31	Y L Long, J Cai. Stress–strain relationship of concrete confined by rectangular steel tubes with binding bars. Journal of Constructional Steel Research, 2013, 88 : 1– 14 https://doi.org/10.1016/j.jcsr.2013.04.006
32	H P Wu, W L Cao, H Y Dong. Axial compressive strength calculation based on the ‘unified theory’ for special-shaped CFT columns with multiple cavities. Engineering Mechanics, 2019, 36( 8): 114– 121
33	K Sakino, H Nakahara, S Morino, I Nishiyama. Behavior of centrally loaded concrete-filled steel-tube short columns. Journal of Structural Engineering, 2004, 130( 2): 180– 188 https://doi.org/10.1061/(ASCE)0733-9445(2004)130:2(180)
34	J Wei, J H Zhao, Y D Liu, H W Tian. Analysis of ultimate bearing capacity of concrete-filled steel tubular axial compression short columns. Journal of Architecture and Civil Engineering, 2008, 25( 3): 81– 86
35	D Lam, L Gardner. Structural design of stainless steel concrete filled columns. Journal of Constructional Steel Research, 2008, 64( 11): 1275– 1282 https://doi.org/10.1016/j.jcsr.2008.04.012
36	P Dai, L Yang, J Wang. Experimental study on bearing behavior of concrete-filled square stainless steel tube stub columns under axial. Journal of Building Structures, 2021, 42( 6): 182– 189

[1]	Baki BAĞRIAÇIK, Ahmet BEYCIOĞLU, Szymon TOPOLINSKI, Emre AKMAZ, Sedat SERT, Esra Deniz GÜNER. Assessment of glass fiber-reinforced polyester pipe powder in soil improvement[J]. Front. Struct. Civ. Eng., 2021, 15(3): 742-753.
[2]	Mantu MAJUMDER, Debarghya CHAKRABORTY. Bearing and uplift capacities of under-reamed piles in soft clay underlaid by stiff clay using lower-bound finite element limit analysis[J]. Front. Struct. Civ. Eng., 2021, 15(2): 537-551.
[3]	Yasmin MURAD, Wassel AL BODOUR, Ahmed ASHTEYAT. Seismic retrofitting of severely damaged RC connections made with recycled concrete using CFRP sheets[J]. Front. Struct. Civ. Eng., 2020, 14(2): 554-568.
[4]	Shaochun WANG, Xi JIANG, Yun BAI. The influence of hand hole on the ultimate strength and crack pattern of shield tunnel segment joints by scaled model test[J]. Front. Struct. Civ. Eng., 2019, 13(5): 1200-1213.
[5]	Mohammed FARUQI, Mohammed Sheroz KHAN. Deflection behavior of a prestressed concrete beam reinforced with carbon fibers at elevated temperatures[J]. Front. Struct. Civ. Eng., 2019, 13(1): 81-91.
[6]	Pengfei LIU, Dawei WANG, Frédéric OTTO, Markus OESER. Application of semi-analytical finite element method to analyze the bearing capacity of asphalt pavements under moving loads[J]. Front. Struct. Civ. Eng., 2018, 12(2): 215-221.
[7]	Sergio A. MARTÍNEZ-GALVÁN, Miguel P. ROMO. Assessment of an alternative to deep foundations in compressible clays: the structural cell foundation[J]. Front. Struct. Civ. Eng., 2018, 12(1): 67-80.
[8]	Priyanka GHOSH, S. RAJESH, J. SAI CHAND. Linear and nonlinear elastic analysis of closely spaced strip foundations using Pasternak model[J]. Front. Struct. Civ. Eng., 2017, 11(2): 228-243.
[9]	Xin LIANG,Qian-gong CHENG,Jiu-jiang WU,Jian-ming CHEN. Model test of the group piles foundation of a high-speed railway bridge in mined-out area[J]. Front. Struct. Civ. Eng., 2016, 10(4): 488-498.
[10]	Janaka J. KUMARA,Yoshiaki KIKUCHI,Takashi KURASHINA,Takahiro YAJIMA. Effects of inner sleeves on the inner frictional resistance of open-ended piles driven into sand[J]. Front. Struct. Civ. Eng., 2016, 10(4): 499-505.
[11]	Navneet DRONAMRAJU,Johannes SOLASS,Jörg HILDEBRAND. Studies of fiber-matrix debonding[J]. Front. Struct. Civ. Eng., 2015, 9(4): 448-456.
[12]	Wei-Yong WANG, Guo-Qiang LI, Bao-lin YU. An approach for evaluating fire resistance of high strength Q460 steel columns[J]. Front Struc Civil Eng, 2014, 8(1): 26-35.
[13]	Mehdi VEISKARAMI, Ghasem HABIBAGAHI. Foundations bearing capacity subjected to seepage by the kinematic approach of the limit analysis[J]. Front Struc Civil Eng, 2013, 7(4): 446-455.
[14]	Weiming GONG, Guoliang DAI, Haowen ZHANG. Experimental study on pile-end post-grouting piles for super-large bridge pile foundations[J]. Front Arch Civil Eng Chin, 2009, 3(2): 228-233.
[15]	YANG Junjie, PENG Guojun, XU Hanyong. Behavior of concrete-filled double skin steel tubular columns with octagon section under axial compression[J]. Front. Struct. Civ. Eng., 2008, 2(3): 205-210.

Viewed

Full text

Abstract

Cited

Shared

Discussed