钢管混凝土L形柱-H型钢梁Z字形节点抗震性能研究

吴桐宇; 刘学春; 陈学森

doi:10.6052/j.issn.1000-4750.2021.06.S016

钢管混凝土L形柱-H型钢梁Z字形节点抗震性能研究

doi: 10.6052/j.issn.1000-4750.2021.06.S016

北京工业大学，北京市高层和大跨度预应力钢结构工程技术研究中心，北京 100124

基金项目: 国家自然科学基金项目(51978013)

详细信息

作者简介:
吴桐宇 (1996−)，男(汉族)，北京人，硕士生，主要从事钢结构设计与抗震研究(E-mail: 857937957@qq.com)

刘学春 (1974−)，男(汉族)，河北遵化人，教授，工学博士，主要从大跨度预应力钢结构和装配式高层钢结构体系创新与应用研究(E-mail: liuxuechun@bjut.edu.cn)

通讯作者:
陈学森 (1990−)，男(汉族)，河北保定人，助理研究员，工学博士，主要从事钢结构研究(E-mail: chenxuesen@bjut.edu.cn)

中图分类号: TU352.1+1；TU398+.9
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- 被引次数: 0
出版历程
- 收稿日期: 2021-06-01
- 修回日期: 2022-02-19
- 网络出版日期: 2022-04-09
- 刊出日期: 2022-06-06

SEISMIC BEHAVIOR OF Z-SHAPED JOINT CONNECTING H-BEAM AND L-SHAPED CONCRETE-FILLED STEEL TUBULAR COLUMN

Beijing Engineering Research Centre of High-rise and Large-span Prestressed Steel Structures, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 对适用于装配式钢结构的钢管混凝土L形柱-H型钢梁Z字形节点的抗震性能进行研究。建立并基于节点试验结果验证了ABAQUS有限元模型，通过有限元分析获得了节点的荷载-位移曲线、骨架曲线、破坏模式和性能指标。结果表明：设置腹板拼接板、增加梁高、减小上翼缘最外排螺栓与拼接区中心距离等措施，能够提高节点的屈服荷载和峰值荷载；增加翼缘高强度螺栓数量能够提高节点的滑移荷载，但是会降低延性；增加悬臂梁外伸距离，可以提高滑移荷载、屈服荷载和峰值荷载，减少翼缘连接的高强度螺栓数量需求。基于有限元结果，验证了节点受弯承载力和极限受弯承载力计算公式的可靠性。
- Z字形节点 /
- L形柱 /
- 梁柱连接 /
- 悬臂梁段 /
- 抗震性能
Abstract: The seismic behavior of Z-shaped joints connecting H-section beam and L-shaped concrete-filled steel tubular column for prefabricated steel structures were studied. The ABAQUS finite element model was established and validated based on the joint test results. The load-displacement curves, skeleton curves, failure mode and performance indicators of the joint were obtained by finite element analysis. According to the finite element results, adding web splice plates, increasing the beam section height or decreasing the distances between the outmost bolts and the splicing zone center can increase the yield load and peak load of the joints. Increasing the bolt number on the flange can improve the slip load of the joint, but may reduce the ductility performance. Increasing the overhang distance of cantilever beam can improve the slip load, yield load and peak load, and reduce the required bolt number for the flange connection. Based on the finite element results, the reliability of the calculation formulas for the joint flexural capacity and ultimate flexural capacity is verified.
- Z-shaped joint /
- L-shaped column /
- beam-column connection /
- cantilever-beam /
- seismic performance

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图 1 节点构造示意

Figure 1. Construction of joint

下载: 全尺寸图片幻灯片

图 2 节点详图

Figure 2. Details of the joint

下载: 全尺寸图片幻灯片

图 3 有限元模型

Figure 3. Finite element model

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4 荷载-位移曲线

4. Load-displacement curve

下载: 全尺寸图片幻灯片

图 5 骨架曲线

Figure 5. Skeleton curve

下载: 全尺寸图片幻灯片

图 6 NS1~NS3节点试验与有限元失效模式对比

Figure 6. Comparison between test and finite element failure modes of NS1~NS3 joints

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图 7 NS4~NS15节点破坏模式

Figure 7. Failure modes of NS4~NS15 joints

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图 8 节点计算简图

Figure 8. Calculation sketch of joint

下载: 全尺寸图片幻灯片

表 1 节点编号和参数

Table 1. Number and parameters of the joints

节点编号	腹板拼接板	翼缘高强螺栓数量	垂直加劲肋	H型钢梁高/mm	悬臂梁外伸距离/mm	上翼缘最外排螺栓与拼接区中心距离/mm
NS1	√	6	√	194	200	45
NS2	−	6	√	194	200	45
NS3	−	8	√	194	260	45
NS4	−	10	√	194	320	45
NS5	√	8	√	194	260	45
NS6	√	10	√	194	320	45
NS7	√	6	−	194	200	45
NS8	√	6	√	244	200	45
NS9	√	6	√	294	200	45
NS10	−	6	√	194	400	45
NS11	√	6	√	194	400	45
NS12	√	8	√	194	400	45
NS13	√	10	√	194	400	45
NS14	√	6	√	194	250	95
NS15	√	6	√	194	300	145

下载: 导出CSV

表 2 节点主要性能指标

Table 2. Primary performance indicators of the joints

节点编号	方向	滑移荷载P_s/kN	滑移位移Δ_s/mm	屈服荷载P_y/kN	屈服位移Δ_y/mm	峰值荷载P_u/kN	极限位移Δ_u/mm	延性系数μ	极限转角θ_u/(%rad)
NS1	正向	34.40	13.92	68.98	69.44	83.04	155.71	11.19	7.99
NS1	负向	35.01	13.87	71.47	73.38	86.65	155.70	11.23	7.98
NS2	正向	35.49	14.10	41.14	40.03	62.57	125.89	8.93	6.46
NS2	负向	36.24	14.10	60.37	60.22	78.50	155.74	11.04	7.99
NS3	正向	48.61	18.15	52.37	29.18	64.54	120.44	6.64	6.18
NS3	负向	49.56	19.18	58.03	44.07	81.83	147.11	7.67	7.54
NS4	正向	49.16	18.32	61.58	29.52	68.64	109.45	5.98	5.61
NS4	负向	49.44	18.20	67.36	42.76	84.89	143.39	7.88	7.35
NS5	正向	51.22	19.14	63.92	46.10	85.09	154.73	8.08	7.93
NS5	负向	52.46	19.23	67.19	57.47	95.28	155.38	8.08	7.97
NS6	正向	65.20	28.94	69.06	42.94	90.90	155.85	5.39	7.99
NS6	负向	64.73	26.70	69.14	52.79	100.21	152.34	5.71	7.81
NS7	正向	37.97	17.69	58.24	63.35	80.47	155.92	8.82	8.00
NS7	负向	38.36	17.56	57.90	66.08	82.81	154.62	8.80	7.93
NS8	正向	48.07	14.10	74.24	45.51	98.93	155.45	11.03	7.97
NS8	负向	48.94	14.08	87.74	57.79	114.17	155.83	11.07	7.99
NS9	正向	57.37	13.56	98.24	38.89	116.79	126.22	9.31	6.47
NS9	负向	58.90	13.37	107.09	50.60	136.98	154.51	11.55	7.92
NS10	正向	37.88	14.10	49.49	40.54	69.78	109.03	7.73	5.59
NS10	负向	38.07	14.10	68.65	57.12	84.71	145.50	10.32	7.46
NS11	正向	44.67	18.01	77.95	64.02	94.04	153.74	8.54	7.88
NS11	负向	45.38	17.92	79.63	72.24	101.30	150.39	8.39	7.71
NS12	正向	52.53	19.18	72.14	51.64	95.58	151.99	7.93	7.79
NS12	负向	52.09	19.18	74.33	60.18	104.10	155.16	8.09	7.96
NS13	正向	68.56	28.42	71.20	42.01	92.60	155.16	5.46	7.96
NS13	负向	68.18	28.62	72.65	51.39	101.79	154.07	5.38	7.90
NS14	正向	37.54	14.10	54.70	45.71	71.21	132.53	9.40	6.80
NS14	负向	37.16	14.10	68.59	63.75	86.61	152.14	10.79	7.80
NS15	正向	38.16	14.10	58.03	47.47	74.38	110.88	7.86	5.69
NS15	负向	37.78	14.10	67.84	58.03	84.58	155.97	11.06	8.00

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表 3 受弯承载力模拟值与公式值对比

Table 3. Comparison of flexural capacity between simulated values and formula values

节点编号	受弯承载力模拟值 M_R,FE/(kN·m)		受弯承载力公式值 M_R/(kN·m)			M_R/M_R,FE		极限受弯承载力模拟值M_u,FE/(kN·m)		极限受弯承载力公式值M_u/(kN·m)				M_u/M_u,FE
节点编号	正向	负向	M_S1	M_S2	M_R	正向	负向	正向	负向	M_u1	M_u2	M_u3	M_u	正向	负向
NS1	67.1	68.3	64.8	88.3	64.8	0.97	0.95	161.9	169.0	140.9	196.1	99.1	99.1	0.61	0.59
NS2	69.2	70.7	64.8	88.3	64.8	0.94	0.92	122.0	153.1	140.9	196.1	99.1	99.1	0.81	0.65
NS3	94.8	96.6	90.0	92.0	90.0	0.95	0.93	125.9	159.6	195.9	272.6	103.4	103.4	0.82	0.65
NS4	95.9	96.4	117.6	96.1	96.1	1.00	1.00	133.8	165.5	255.8	355.9	108.0	108.0	0.81	0.65
NS5	99.9	102.3	90.0	92.0	90.0	0.90	0.88	165.9	185.8	195.9	272.6	103.4	103.4	0.62	0.56
NS6	127.1	126.2	117.6	96.1	96.1	0.76	0.76	177.3	195.4	255.8	355.9	108.0	108.0	0.61	0.55
NS7	74.0	74.8	64.8	88.3	64.8	0.87	0.87	156.9	161.5	140.9	196.1	99.1	99.1	0.63	0.61
NS8	93.7	95.4	81.5	111.0	81.5	0.87	0.85	192.9	222.6	177.2	246.6	124.7	124.7	0.65	0.56
NS9	111.9	114.8	98.2	133.8	98.2	0.88	0.85	227.7	267.1	213.5	297.1	150.2	150.2	0.66	0.56
NS10	80.4	83.0	75.0	102.2	75.0	0.93	0.90	136.1	165.2	163.1	227.0	114.8	114.8	0.84	0.69
NS11	87.1	88.5	75.0	102.2	75.0	0.86	0.85	183.4	197.5	163.1	227.0	114.8	114.8	0.63	0.58
NS12	102.4	101.6	100.0	102.2	100.0	0.98	0.98	186.4	203.0	217.5	302.7	114.8	114.8	0.62	0.57
NS13	133.7	132.9	125.0	102.2	102.2	0.76	0.77	180.6	198.5	271.9	378.4	114.8	114.8	0.64	0.58
NS14	73.2	72.5	64.8	88.3	64.8	0.88	0.89	138.9	168.9	140.9	196.1	99.1	99.1	0.71	0.59
NS15	74.4	73.7	64.8	88.3	64.8	0.87	0.88	145.0	164.9	140.9	196.1	99.1	99.1	0.68	0.60
平均值	−	−	−	−	−	0.89		−	−	−	−	−	−	0.64
标准差	−	−	−	−	−	0.07		−	−	−	−	−	−	0.07

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参考文献(13)

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钢管混凝土L形柱-H型钢梁Z字形节点抗震性能研究

doi: 10.6052/j.issn.1000-4750.2021.06.S016

通讯作者:
陈学森 (1990−)，男(汉族)，河北保定人，助理研究员，工学博士，主要从事钢结构研究(E-mail: chenxuesen@bjut.edu.cn)

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SEISMIC BEHAVIOR OF Z-SHAPED JOINT CONNECTING H-BEAM AND L-SHAPED CONCRETE-FILLED STEEL TUBULAR COLUMN

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留言板

钢管混凝土L形柱-H型钢梁Z字形节点抗震性能研究

doi: 10.6052/j.issn.1000-4750.2021.06.S016

通讯作者: 陈学森 (1990−)，男(汉族)，河北保定人，助理研究员，工学博士，主要从事钢结构研究(E-mail: chenxuesen@bjut.edu.cn)

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SEISMIC BEHAVIOR OF Z-SHAPED JOINT CONNECTING H-BEAM AND L-SHAPED CONCRETE-FILLED STEEL TUBULAR COLUMN

计量

出版历程

目录

通讯作者:
陈学森 (1990−)，男(汉族)，河北保定人，助理研究员，工学博士，主要从事钢结构研究(E-mail: chenxuesen@bjut.edu.cn)