Study on Mechanical Behavior of New Type Middle Joint of CFST Composite Column-Concrete Beam

doi:10.12141/j.issn.1000-565X.210807

Abstract

Abstract:

In view of defects in the connection of concrete-filled steel tubular (CFST) composite column to concrete beam joint specified in the current code, this paper proposed a new type of fastener anchorage connection of beam to column joint with ring reinforcement in the column. The longitudinal reinforcement of the beam end of the concrete frame connected ring bar in column in forms of type, L-type and type and the ring bar set outside the steel pipe in the column was used to balance the tensile force from the beam end. Five specimens of concrete-filled steel tubular composite column concrete beam joints were designed for the monotonic static loading tests. The distribution and development of cracks, deformation, failure mode, bearing capacity, ductility of the middle joints and rebar strain development law were studied, and simulation analysis was performed using the ABAQUS software. The results show that ultimate failure modes of specimens with different joint anchorage are similar: the bending failure occurs at the end of beam, and all specimens possess good ductility and deformation ability. The yield of ring bars in columns lags behind the yield of longitudinal bars under tension, and no longitudinal bar slips off central bars during the test. The simulation results are consistent with the test results.

Key words: CFST composite column-concrete beam joints, ring bar, monotonous static loading test, node anchoring method, failure mode, bearing capacity

CLC Number:

TU398

LING Yuhong, LIAO Haopeng, XU Jinghang, et al. Study on Mechanical Behavior of New Type Middle Joint of CFST Composite Column-Concrete Beam[J]. Journal of South China University of Technology(Natural Science Edition), 2022, 50(11): 82-94.

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试件	构造形式	焊接短筋长度/mm	节点域配箍率/%
JK-1	型	60（5d）	0.9
JK-2	型	60（5d）	1.2
JK-3	型	48（4d）	1.2
JK-4	L型	—	1.2
JK-5	型	—	1.2

混凝土等级	测试值			平均值
混凝土等级	1	2	3	平均值
C40	40.3	41.2	40.8	40.7
C60	60.8	61.2	60.4	60.8

钢材类型	屈服强度	极限强度
?20	392	551
?18	388	548
?14	392	555
?12	385	557
A8	302	418
20#钢管	391	582

试件	梁端	P_cr /kN	M_cr/ （kN.m）	Δ_cr/mm	P_y/kN	M_y/（kN.m）	Δ_y/mm	P_m/kN	M_m/（kN.m）	Δ_m/mm	P_u/kN	M_u/（kN.m）	Δ_u/mm
JK-1	左梁	14.5	16.0	2.0	46.6	51.3	12.1	64.3	70.7	107.8	61.0	67.1	120.8
JK-1	右梁	15.6	17.2	2.1	43.5	47.8	10.8	61.6	67.8	111.9	58.3	64.1	130.1
JK-2	左梁	18.6	20.5	2.0	48.3	53.1	11.7	69.0	75.9	122.3	65.9	72.5	134.1
JK-2	右梁	16.2	17.8	2.0	45.0	49.5	10.6	63.3	69.6	75.7	61.7	67.9	85.2
JK-3	左梁	16.1	17.7	2.1	48.9	53.8	12.1	62.4	68.6	114.9	57.8	63.6	139.7
JK-3	右梁	15.4	17.0	2.0	45.6	50.2	12.0	58.9	64.8	107.2	53.4	58.7	139.6
JK-4	左梁	16.8	18.5	1.9	48.2	53.0	16.0	60.1	66.1	115.0	59.0	64.9	130.0
JK-4	右梁	15.9	17.5	1.9	46.2	50.8	15.4	56.7	62.4	79.1	53.6	59.0	130.1
JK-5	左梁	21.5	23.7	4.1	49.0	53.9	21.2	60.0	66.0	160.8	60.0	66.0	160.8
JK-5	右梁	21.9	24.0	4.0	44.8	49.3	20.5	54.9	60.4	79.9	50.5	55.6	120.0

试件	梁端	Δ_y/mm	Δ_u/mm	θ	μ
JK-1	左梁	12.07	120.8	1/8.8	11.02
JK-1	右梁	10.82	130.1	1/8.8	11.02
JK-2	左梁	11.74	134.06	1/10	9.74
JK-2	右梁	10.57	85.2	1/10	9.74
JK-3	左梁	12.09	139.69	1/7.9	11.59
JK-3	右梁	12.01	139.60	1/7.9	11.59
JK-4	左梁	16.00	129.97	1/8.5	8.28
JK-4	右梁	15.44	130.12	1/8.5	8.28
JK-5	左梁	21.18	160.84	1/8	6.73
JK-5	右梁	20.47	120.20	1/8	6.73