预制预装修模块化建筑连接节点抗震性能

doi:10.13229/j.cnki.jdxbgxb20210658

吉林大学学报(工学版) ›› 2023, Vol. 53 ›› Issue (2): 505-514.doi: 10.13229/j.cnki.jdxbgxb20210658

• 交通运输工程·土木工程 • 上一篇下一篇

预制预装修模块化建筑连接节点抗震性能

闫清峰¹(),张纪刚^1,²(),王涛¹,陈德刚³,郁有升¹,杨迎春⁴

^1.青岛理工大学土木工程学院，山东青岛 266033
^2.山东省高等学校蓝色经济区工程建设与安全协同创新中心，山东青岛 266033
^3.青建集团股份有限公司，山东青岛 266071
^4.荣华（青岛）建设科技有限公司，山东青岛 266500

收稿日期:2021-07-12 出版日期:2023-02-01 发布日期:2023-02-28
通讯作者: 张纪刚 E-mail:yanqingfeng_edu@163.com;jigangzhang@126.com
作者简介:闫清峰（1993-），男，博士研究生. 研究方向：结构抗震. E-mail： yanqingfeng_edu@163.com
基金资助:
国家自然科学基金-山东联合基金重点支持项目(U2106222);国家自然科学基金青年基金项目(52108282)

Seismic performance of connection joints between prefabricated prefinished volumetric construction

Qing-feng YAN¹(),Ji-gang ZHANG^1,²(),Tao WANG¹,De-gang CHEN³,You-sheng YU¹,Ying-chun YANG⁴

^1.School of Civil Engineering，Qingdao University of Technology，Qingdao 266033，China
^2.Collaborative Innovation Center for Engineering Construction and Safety of Shandong University Blue Economic Zone，Qingdao 266033，China
^3.Qingjian Group Co. ，Ltd. ，Qingdao 266071，China
^4.Ronghua （Qingdao） Construction Technology Co. ，Ltd. ，Qingdao 266500，China

Received:2021-07-12 Online:2023-02-01 Published:2023-02-28
Contact: Ji-gang ZHANG E-mail:yanqingfeng_edu@163.com;jigangzhang@126.com

摘要/Abstract

摘要：

为研究预制预装修模块化建筑连接节点的抗震性能，本文对2组双拼墙连接节点和1组四拼墙连接节点进行了低周往复荷载试验研究，从破坏形态、滞回性能、延性和耗能等方面与现浇剪力墙进行了对比。结果表明：当轴压比为0.4时，双拼墙试件的承载能力提高，但其延性系数仅为现浇剪力墙的58.53%；轴压比0.1时，双拼墙试件的耗能能力、延性与现浇剪力墙相比分别降低了5.5%和3.4%，屈服、极限荷载分别提高了7.9%、5.6%；四拼墙试件由于存在竖向和水平两条灌浆缝，整体性较差，开裂速度快，承载能力较差。

关键词: 土木工程, 预制预装修模块化建筑, 连接节点, 低周往复荷载试验, 轴压比, 抗震性能

Abstract:

To study the seismic performance of prefabricated and pre-decorated modular building joints, two groups of double-wall joints and one group of four-wall joints were tested under low cyclic loading, and compared with cast-in-place shear walls in terms of failure mode, hysteretic performance, ductility and energy consumption. The results showed that when the axial compression ratio is 0.4， the bearing capacity of the double-split shear wall specimen is significantly improved but its ductility coefficient is only 58.53% of that of the cast-in-place shear wall specimen. The energy dissipation capacity and ductility of the double-split shear wall specimen are decreased by 5.5% and 3.4%， and the yield load and ultimate load are increased by 7.9% and 5.6% respectively， compared with the cast-in-place shear wall when the axial compression ratio is 0.1. Due to the existence of vertical and horizontal grouting joints， the four-split shear wall has poor integrity， fast cracking rate and poor bearing capacity.

Key words: civil engineering, prefabricated prefinished volumetric construction, connection joints, low cyclic loading test, axial compression ratio, seismic performance

中图分类号:

TU398

闫清峰,张纪刚,王涛,陈德刚,郁有升,杨迎春. 预制预装修模块化建筑连接节点抗震性能[J]. 吉林大学学报(工学版), 2023, 53(2): 505-514.

Qing-feng YAN,Ji-gang ZHANG,Tao WANG,De-gang CHEN,You-sheng YU,Ying-chun YANG. Seismic performance of connection joints between prefabricated prefinished volumetric construction[J]. Journal of Jilin University(Engineering and Technology Edition), 2023, 53(2): 505-514.

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序号	直径/mm	屈服强度 /MPa	极限强度 /MPa	伸长率 /%
1	20	436	636	24.5
2	14	432	628	26.5
3	8	435	630	27.5

试件	开裂点		屈服点		极限点		破坏点		μ	θ_f
试件	P_c/kN	?_c/mm	P_y/kN	?_y/mm	P_u/kN	?_u/mm	P_f/kN	?_f/mm	μ	θ_f
SW1	254.51	6.23	329.96	8.19	530.65	15.76	510.68	16.88	2.05	1/101
SW2	321.71	6.40	549.70	15.58	659.49	18.70	659.49	18.70	1.20	1/90
SW3	283.51	6.07	355.96	8.49	560.30	13.79	490.78	16.84	1.98	1/101
SW4	154.35	4.65	328.91	11.17	427.20	16.03	362.37	17.98	1.61	1/95

试件	K₀/ （kN·mm^-1）	屈服点		破坏点
试件	K₀/ （kN·mm^-1）	K_y	退化率/%	K_f	退化率/%
SW1	61.8	39.1	36.7	28.8	51.2
SW3	61.2	42.5	32.8	32.3	47.2

试件	总耗能E/ （kN·mm）	h_e/%
试件	总耗能E/ （kN·mm）	开裂	极限	破坏
SW1	42799	11.59	28.49	30.53
SW2	60620	10.32	17.27	17.27
SW3	40433	9.45	25.68	28.36
SW4	25985	9.32	16.65	19.31

试件	极限承载力/kN			破坏位移/mm
试件	试验	模拟	误差/%	试验	模拟	误差/%
SW1	530.7	488.1	8.0	16.9	17.2	1.9
SW2	659.5	624.6	5.3	18.7	19.0	1.6
SW3	560.3	603.2	7.7	16.8	17.9	6.4
SW4	427.2	390.9	8.5	18.0	19.2	6.8

预制预装修模块化建筑连接节点抗震性能

Seismic performance of connection joints between prefabricated prefinished volumetric construction

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试件编号	波纹管内钢筋直径/mm	拼接方式	混凝土强度等级	轴压比
SW1	20	现浇	C30	0.1
SW2	20	双拼	C30	0.4
SW3	20	双拼	C30	0.1
SW4	14	四拼	C30	0.1

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