Axial Compression Behavior of Rectangular Concrete-Filled Steel Tube Columns Reinforced by Built-In Profiled Stirrup

doi:10.12141/j.issn.1000-565X.230116

Abstract

Abstract:

Concrete-filled steel tube (CFST), as a kind of structure with broad development prospect, has good bearing capacity and plastic deformation ability. As a common form, rectangular concrete-filled steel tube column is widely used in engineering practice. Based on the two problems of inconsistent constraints on long and short sides and insufficient constraints on core concrete existing in practical application of rectangular concrete-filled steel tube, this study explored a new type of rectangular concrete-filled steel tube member, namely rectangular concrete-filled steel tube column reinforced by built-in profiled stirrup. Therefore, this study carried out the axial compression tests on 11 rectangular concrete-filled steel tube columns reinforced by built-in profiled stirrup, 2 rectangular concrete-filled steel tube columns with built-in racetrack stirrup, and 2 ordinary rectangular concrete-filled steel tube columns. It analyzed the influences of the coupling distance, steel tube thickness, concrete strength grade, stirrup spacing, stirrup diameter, built-in steel quantity on the axial compression bearing capacity and ductility of rectangular concrete-filled steel tube columns reinforced by built-in profiled stirrup. The findings reveal that reducing the thickness of the rectangular steel tube and embedding the resulting steel into the core concrete as profiled stirrup can effectively improve the axial compressive bearing capacity and ductility of the specimen, while maintaining the total amount of steel used. Additionally, the axial compression behavior of rectangular concrete-filled steel tube columns reinforced by built-in profiled stirrup can be divided into four stages: elastic stage, elastoplastic stage, plastic strengthening stage, and descending stage. Compared to ordinary rectangular concrete-filled steel tube columns, those reinforced by built-in profiled stirrup exhibit a more complete plastic strengthening stage. Based on the experimental results and parametric analysis, this study derived a calculation formula for the axial bearing capacity of rectangular concrete-filled steel tube columns reinforced by built-in profiled stirrup using an existing confined concrete constitutive model. This study can provide scientific basis and data reference for practical engineering applications.

Key words: built-in profiled stirrup, axial compressive behavior, axial bearing capacity, rectangular concrete-filled steel tube column

CLC Number:

TU375

KANG Lan, CHEN Xuan, HONG Shutao. Axial Compression Behavior of Rectangular Concrete-Filled Steel Tube Columns Reinforced by Built-In Profiled Stirrup[J]. Journal of South China University of Technology(Natural Science Edition), 2024, 52(5): 101-113.

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试件序号	试件编号	t_f/mm	t_w/mm	d_s/mm	s/mm	S_a/mm
1-1	t_f4-t_w6-C30-d_s8@40-S_a60-1	4	6	8	40	60
1-2	t_f4-t_w6-C30-d_s8@40-S_a60-2	4	6	8	40	60
2	t_f4-t_w6-C30-d_s8@40-S_a40	4	6	8	40	40
3	t_f4-t_w6-C30-d_s8@40-S_a80	4	6	8	40	80
4	t_f4-t_w4-C30-d_s8@40-S_a60	4	4	8	40	75
5	t_f6-t_w6-C30-d_s8@40-S_a60	6	6	8	40	75
6	t_f4-t_w6-C50-d_s8@40-S_a60	4	6	8	40	75
7	t_f4-t_w6-C30-d_s8@20-S_a60	4	6	8	20	75
8	t_f4-t_w6-C30-d_s8@60-S_a60	4	6	8	60	75
9	t_f4-t_w6-C30-d_s6@40-S_a60	4	6	6	40	75
10	t_f4-t_w6-C30-d_s10@40-S_a60	4	6	10	40	75
11	t_f4-t_w6-C30	4	6
12	t_f4-t_w6-C30-d_s8@40	4	6	8	40
13	t_f6-t_w6-C30-d_s8@40	6	6	8	40
14	t_f7-t_w7-C30	7	7

材料	屈服强度/MPa	极限强度/MPa	弹性模量/GPa	泊松比
钢管（t=4 mm）	452.87	561.47	215.30	0.29
钢管（t=6 mm）	372.51	507.13	204.10	0.29
钢管（t=7 mm）	466.59	601.88	197.95	0.30
钢筋（d_s=6 mm）	412.21	649.40	165.90
钢筋（d_s=8 mm）	444.68	689.27	207.90
钢筋（d_s=10 mm）	678.98	746.06	187.60

试件序号	试件编号	轴压承载力/kN	轴压承载力提升比例/%	延性指标	DI提升比例%
1-1	t_f4-t_w6-C30-d_s8@40-S_a60-1	3 743.43	25.23（5.27）	8.60	348.20（133.97）
1-2	t_f4-t_w6-C30-d_s8@40-S_a60-2	3 706.31	23.98（4.22）	10.37	440.28（182.04）
2	t_f4-t_w6-C30-d_s8@40-S_a40	3 486.00	16.61	11.13	479.67
3	t_f4-t_w6-C30-d_s8@40-S_a80	3 572.48	19.51	11.52	500.18
4	t_f4-t_w4-C30-d_s8@40-S_a60	3 133.86	4.83	7.85	308.88
5	t_f6-t_w6-C30-d_s8@40-S_a60	3 913.85	30.93	7.69	300.73
6	t_f4-t_w6-C50-d_s8@40-S_a60	4 266.46	42.72	4.58	138.68
7	t_f4-t_w6-C30-d_s8@20-S_a60	4 406.82	47.42	8.61	348.68
8	t_f4-t_w6-C30-d_s8@60-S_a60	3 373.96	12.87	6.82	255.38
9	t_f4-t_w6-C30-d_s6@40-S_a60	3 275.79	9.58	9.84	412.73
10	t_f4-t_w6-C30-d_s10@40-S_a60	4 346.09	45.39	6.54	240.98
11	t_f4-t_w6-C30	2 989.34		1.92
12	t_f4-t_w6-C30-d_s8@40	3 176.76	6.27	4.73	146.38
13	t_f6-t_w6-C30-d_s8@40	3 334.57	（- 6.23）	8.34	（126.75）
14	t_f7-t_w7-C30	3 556.08		3.68

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