板钉连接CFST柱-RC梁节点梁端塑性铰区受力性能数值模拟

马华; 阚吉平; 赵玉坤; 李振宝

doi:10.11899/zzfy20220218

板钉连接CFST柱-RC梁节点梁端塑性铰区受力性能数值模拟

doi: 10.11899/zzfy20220218

北京工业大学，城市与工程安全减灾教育部重点实验室, 北京 100124

基金项目: 国家自然科学基金（51978014）

详细信息

作者简介:
马华，女，生于1962生。博士，教授，硕士生导师。主要从事工程结构抗震研究。E-mail：mahua@bjut.edu.cn

通讯作者:
李振宝，男，生于1962年。博士，教授，博士生导师。主要从事工程结构抗震研究。E-mail：lizb@bjut.edu.cn

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出版历程
- 收稿日期: 2021-10-08
- 刊出日期: 2022-06-30

Numerical Analysis of the Mechanical Performance of the CFST Column-RC Beam Joint Connected by the Steel Plate-Stud at the Plastic Hinge Zone of the Beam End

Key Laboratory of Urban Security and Disater Engineering, Ministry of Education, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 建立竖板-栓钉连接钢管混凝土（CFST）柱-钢筋混凝土（RC）梁节点试件（SSJD）拟静力加载试验有限元模型，并在节点损伤情况、梁端荷载-位移曲线等数值模拟结果与试验结果吻合较好的基础上，进一步开展了RC梁混凝土强度、配筋率ρ_s和连接竖板长度L_b及界面连接情况等对CFST柱-RC梁节点梁端塑性铰区域力学性能的影响。研究结果表明，RC梁混凝土强度对试件SSJD塑性铰区域受力性能的影响较小；适筋范围内RC梁配筋率增加可适当提高试件SSJD承载力和延性；随着连接竖板长度的增加，梁端塑性铰区域外移，梁破坏荷载增大；本研究给出的RC梁与CFST柱之间的界面抗剪承载力模拟值与计算值吻合较好，可用于界面抗剪设计。
- CFST柱-RC梁节点 /
- 塑性铰 /
- 界面抗剪承载力 /
- 数值模拟 /
- 参数分析
Abstract: The finite element model of the joint specimens (SSJD) of the concrete-filled steel tube (CFST) column-reinforced concrete (RC) beam connected by the vertical plate-stud connection is established, for which the joint specimens are subjected to the pseudo-static loading experiment. On the basis that the numerical simulation results of the joint damage condition and load-displacement curves are in good agreement with the test results, the further numerical simulation analysis is carried out on the influence of the mechanical properties of the plastic hinge zone at the beam end of the joint connected by the steel plate-stud, according to the changes of the RC beam concrete strength, the reinforcement ratio ρ_s , the length L_b of the connecting vertical plate, and the different connection conditions of the interface. The results show that the change of RC beam concrete strength has little effect on the mechanical performance of the SSJD plastic hinge zone of the specimen; the increase in ρ_s of the RC beam within the range of suitable reinforcement can appropriately improve the bearing capacity and ductility of the SSJD specimen; with the increase of L_b, the plastic hinge area at the beam end moves outward, and the beam failure load increases. The calculated value of the interface shear capacity is in good agreement with the simulated value, which can be used for interface shear design.
- CFST column-RC beam joint /
- Plastic hinge /
- Interface shear capacity /
- Numerical analysis /
- Parametric analysis

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图 1 试件SSJD（单位：毫米）

Figure 1. The size of SSJD specimen（Unit：mm）

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图 2 试件SSJD有限元模型

Figure 2. Finite Element Model of SSJD Specimen

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图 3 试件SSJD等效塑性拉、压应变云图及损伤情况

Figure 3. Equivalent plastic tensile and compressive strain contours and damage of SSJD specimens

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图 4 梁端荷载-位移曲线模拟结果和试验结果

Figure 4. Beam end load-displacement simulation and test result curves

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图 5 RC梁混凝土强度对骨架曲线、峰值荷载和位移延性系数的影响

Figure 5. Influence of concrete strength of RC beam on skeleton curve, peak load and displacement ductility coefficient

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图 6 RC梁混凝土强度对塑性铰区域的影响

Figure 6. Influence of concrete strength of RC beam on plastic hinge region

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图 7 RC梁配筋率对骨架曲线、峰值荷载和位移延性系数的影响

Figure 7. Influence of reinforcement ratio of RC beam on skeleton curve, peak load and displacement ductility coefficient

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图 8 RC梁配筋率对塑性铰区域的影响

Figure 8. Influence of reinforcement ratio of RC beam on plastic hinge region

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图 9 连接竖板长度对骨架曲线、峰值荷载和位移延性系数的影响

Figure 9. Influence of connecting riser length on skeleton curve, peak load and displacement ductility factor

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图 10 连接竖板长度对塑性铰区域的影响

Figure 10. Influence of connecting riser length on plastic hinge area

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图 11 不同连接情况荷载-位移曲线

Figure 11. Load-displacement curve of different connections

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表 1 混凝土力学性能参数

Table 1. Mechanical property parameters of concrete

混凝土强度等级	弹性模量/MPa	抗压强度/MPa
C35	3.34×10⁴	29.2
C50	3.78×10⁴	52.1

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表 2 钢材力学性能参数

Table 2. Mechanical property parameters of steel

钢材	直径或厚度/mm	级别	弹性模量/MPa	屈服强度/MPa	极限强度/MPa
钢管	10	Q345	2.0×10⁵	423	569
钢板	6	Q345	2.0×10⁵	409	539
钢筋	10	HRB400	1.8×10⁵	413	607
	20	HRB400	2.0×10⁵	430	559
	25	HRB400	2.0×10⁵	436	608
栓钉	13	ML15	2.06×10⁵	339	456
栓钉	16	ML15	2.06×10⁵	340	457

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表 3 分析参数设置与主要结果

Table 3. Analysis parameter settings and main results

有限元模型	混凝土强度等级	梁截面纵筋	配筋率 ρ_s/%	连接竖板长度 $ {L_{\rm{b}}} $/mm	连接情况	剪跨比	峰值荷载 P_u/kN	位移延性系数 μ
SSJD-0.5H	C35	上侧325+220、下侧425	1.07/1.00	350	试验模型	4.00	279.59	5.77
SSJD-C25	C25	上侧325+220、下侧425	1.07/1.00	350	试验模型	4.00	284.73	5.84
SSJD-C45	C45	上侧325+220、下侧425	1.07/1.00	350	试验模型	4.00	276.88	5.50
SSJD-C50	C50	上侧325+220、下侧425	1.07/1.00	350	试验模型	4.00	278.40	5.30
SSJD-0.68%ρ_s	C35	上侧320+216、下侧420	0.68/0.64	350	试验模型	4.00	185.88	4.64
SSJD-0.84%ρ_s	C35	上侧322+218、下侧422	0.84/0.77	350	试验模型	4.00	221.98	4.97
SSJD-1.32%ρ_s	C35	上侧328+222、下侧428	1.32/1.25	350	试验模型	4.00	346.36	6.89
SSJD-1.57%ρ_s	C35	上侧330+225、下侧430	1.57/1.43	350	试验模型	4.00	409.89	7.80
SSJD-0.25H	C35	上侧325+220、下侧425	1.07/1.00	175	试验模型	4.00	262.83	6.20
SSJD-0.75H	C35	上侧325+220、下侧425	1.07/1.00	525	试验模型	4.00	305.11	6.92
SSJD-H	C35	上侧325+220、下侧425	1.07/1.00	700	试验模型	4.00	334.37	7.54
SSJD-S	C35	上侧325+220、下侧425	1.07/1.00	0	仅设置管壁栓钉	0.29	597.88	—
SSJD-V	C35	上侧325+220、下侧425	1.07/1.00	350	仅设置竖板	0.29	843.86	—
SSJD-SV	C35	上侧325+220、下侧425	1.07/1.00	350	试验模型	0.29	1 217.57	—
SSJD-RC	C35	上侧325+220、下侧425	1.07/1.00	350	试验模型	1.50	1 049.34	—

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表 4 界面抗剪承载力模拟值与计算值

Table 4. Simulated and calculated interface shear capacity

有限元模型	界面抗剪承载力模拟值V_F/kN	界面抗剪承载力计算值V_C/kN	模拟值/计算值
SSJD-S	597.88	546.89	1.09
SSJD-V	843.86	858.90	0.98
SSJD-SV	1 217.57	1 301.42	0.94
SSJD-RC	1 049.34	981.92	1.07

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