Seismic Behavior Analysis of Single Side Bolt Joint of CFST Column-Composite Beam Under High Axial Compression

doi:10.12068/j.issn.1005-3026.2024.12.014

Abstract

Abstract:

A three‑dimensional solid finite element model is used to analyze the seismic performance of 9 CFST（concrete‑filled steel tubular） column-composite beam single side bolt joints. The concrete triaxial plastic‑damage and steel mixed reinforcing‑toughness damage models are used to discuss the effects of tensile reinforcement， axial compression ratio， beam height and stiffener on the seismic performance and failure forms of the joints. The results show that the finite element model of steel with ductile damage is more consistent with the test results， and the increases of the end plate stiffener and the steel beam height can greatly improve the joint stiffness， bearing capacity and energy dissipation capacity. Then， the effects of different steel beam sizes and reinforcement structures on the bearing capacity， stiffness and plastic energy dissipation distribution and failure mechanism of concrete‑filled steel tubular column-composite beam unilateral bolted joints are investigated. The analysis results show that the tensile reinforcement greatly improves the flexural bearing capacity and energy dissipation capacity of the column end， making the joint maintain the failure mode of the beam end when the axial compression ratio is 0.8. When the joint beam‑column bending capacity ratio is between 1.57 and 2.04， the beam energy dissipation will change to column energy dissipation. Therefore， according to the definition of strong column and weak beam， it is suggested to raise the ratio of beam to column flexural bearing capacity from 1.0 to 1.5 for this kind of joint.

Key words: CFST column, tie bar, bolt connection, finite element analysis, seismic behavior

CLC Number:

TU 398.903

Fa-xing DING, Kai-yuan LUO, Jian-xiong LEI, Fei LYU. Seismic Behavior Analysis of Single Side Bolt Joint of CFST Column-Composite Beam Under High Axial Compression[J]. Journal of Northeastern University(Natural Science), 2024, 45(12): 1787-1797.

Figures/Tables 13

References 23

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试件编码	方钢管规格	加劲肋	拉筋	n	主梁截面尺寸/mm	板内钢筋间距s/mm	楼板厚度/mm
J1-LS1	250×3	无	无	0.2	194×125×6×9	150	60
J1-LS2	250×3	有	无	0.2	194×125×6×9	150	60
J1-LS3	250×3	有	有	0.2	194×125×6×9	150	60
J1-LS4	250×3	有	有	0.2	250×125×6×9	150	60
J2-LS1	250×3	有	有	0.6	194×125×6×9	150	60
J2-LS2	250×3	无	有	0.6	194×125×6×9	150	60
J2-LS3	250×3	有	无	0.6	194×125×6×9	150	60
J3-LS1	250×3	有	有	0.8	194×125×6×9	150	60
J3-LS2	250×3	有	无	0.8	194×125×6×9	150	60

试件编码	方钢管规格	加劲肋	拉筋	n	主梁截面尺寸/mm	板内钢筋间距s/mm	楼板厚度/mm
J1-LS1	250×3	无	无	0.2	194×125×6×9	150	60
J1-LS2	250×3	有	无	0.2	194×125×6×9	150	60
J1-LS3	250×3	有	有	0.2	194×125×6×9	150	60
J1-LS4	250×3	有	有	0.2	250×125×6×9	150	60
J2-LS1	250×3	有	有	0.6	194×125×6×9	150	60
J2-LS2	250×3	无	有	0.6	194×125×6×9	150	60
J2-LS3	250×3	有	无	0.6	194×125×6×9	150	60
J3-LS1	250×3	有	有	0.8	194×125×6×9	150	60
J3-LS2	250×3	有	无	0.8	194×125×6×9	150	60

试件分组	t或d或D/mm	f_y/MPa	f_u/MPa	E_s/（N·mm^-2）	δ/%
钢管	3	305.68	410.47	2.08×10⁵	29.2
螺栓垫板	8	298.97	405.35	2.09×10⁵	30.9
柱内隔板	4	301.87	395.56	2.06×10⁵	28.7
主梁翼缘	9	296.96	446.63	2.05×10⁵	29.1
主梁腹板	6	297.87	428.51	2.03×10⁵	30.0
次梁翼缘	8	279.79	410.97	2.08×10⁵	27.5
次梁腹板	6	278.63	409.89	2.06×10⁵	25.0
端板	16	311.61	416.42	1.98×10⁵	29.8
加劲肋	8	294.82	399.87	1.98×10⁵	28.3
加强环板	9	304.56	429.84	2.02×10⁵	29.6
钢筋	10	406.54	537.62	2.04×10⁵	24.3

试件分组	t或d或D/mm	f_y/MPa	f_u/MPa	E_s/（N·mm^-2）	δ/%
钢管	3	305.68	410.47	2.08×10⁵	29.2
螺栓垫板	8	298.97	405.35	2.09×10⁵	30.9
柱内隔板	4	301.87	395.56	2.06×10⁵	28.7
主梁翼缘	9	296.96	446.63	2.05×10⁵	29.1
主梁腹板	6	297.87	428.51	2.03×10⁵	30.0
次梁翼缘	8	279.79	410.97	2.08×10⁵	27.5
次梁腹板	6	278.63	409.89	2.06×10⁵	25.0
端板	16	311.61	416.42	1.98×10⁵	29.8
加劲肋	8	294.82	399.87	1.98×10⁵	28.3
加强环板	9	304.56	429.84	2.02×10⁵	29.6
钢筋	10	406.54	537.62	2.04×10⁵	24.3

分组	试件编码	d/mm	钢梁高度/mm	加劲肋	拉筋高度h₁/mm	n	拉筋	ρ_sa/%	k_i	k_m	k_l
第 1 组	J1-LS1	—	194	无	—	0.2	无	—	1.63	0.65	1.30
	GLS1	—	194	有	—	0.2	无	—	1.88	0.79	1.50
	GLS2	8	194	有	200	0.2	有	0.57	1.84	0.73	1.47
	GLS3	10	194	有	200	0.2	有	0.90	1.67	0.70	1.33
	GLS4	12	194	有	200	0.2	有	1.29	1.57	0.65	1.25
	GLS5	—	250	无	—	0.2	无	—	2.09	0.87	1.67
	GLS6	8	250	无	200	0.2	有	0.57	2.05	0.81	1.64
	CLS7	10	250	无	200	0.2	有	0.90	1.85	0.77	1.48
	CLS8	12	250	无	200	0.2	有	1.29	1.74	0.72	1.39
第 2 组	J1-LS1	—	194	无	—	0.4	无	—	1.68	0.72	1.34
	GLS1	—	194	有	—	0.4	无	—	1.94	0.88	1.55
	GLS2	8	194	有	300	0.4	有	0.86	1.67	0.81	1.33
	GLS3	10	194	有	300	0.4	有	1.35	1.57	0.77	1.25
	GLS4	12	194	有	300	0.4	有	2.08	1.54	0.67	1.23
	GLS5	—	250	无	—	0.4	无	—	2.15	0.97	1.72
	GLS6	8	250	无	300	0.4	有	0.86	1.85	0.90	1.48
	CLS7	10	250	无	300	0.4	有	1.35	1.74	0.85	1.39
	CLS8	12	250	无	300	0.4	有	2.08	1.71	0.74	1.37