工程科学学报，第40卷，第8期：1005-1016,2018年8月 Chinese Journal of Engineering,Vol.40,No.8:1005-1016,August 2018 DOI:10.13374/j.issn2095-9389.2018.08.015;http://journals.ustb.edu.cn 外加强环式H型钢梁-方钢管角柱节点抗震性能 牟 犇，武梦龙”，牟在根2)四，王君昌) 1)青岛理工大学土木工程学院，青岛2660332)北京科技大学土木与资源工程学院，北京100083 ☒通信作者，E-mail:zgmu@ces.usth.cd.cm 摘要通过对5个试件进行拟静力加载试验，研究了加载方式对角柱和边柱节点抗震性能的影响.试验通过对加载方式 (单向加载、双向轴对称加载和双向中心对称加载)和钢管柱宽厚比(D/=22和33)主要参数的变化分析，着重研究了试件的 滞回性能、刚度退化和耗能性能等特性.试验结果表明：加载方式对试件刚度及承载力影响十分明显.在双向中心对称荷载 作用下，试件的承载力比在单向荷载作用下试件的承载力降低约20%：而在双向轴对称荷载作用下，试件的承载力与在单向 荷载作用下试件的承载力基本相同.方钢管柱宽厚比是影响试件承载力的主要因素之一，随着宽厚比的增加，试件承载力逐 步减小.所有试件的滞回曲线均呈饱满的纺锤体状，等效黏滞阻尼系数在0.2左右，具有稳定的耗能能力. 关键词加载方式：宽厚比：拟静力加载：滞回曲线：承载力 分类号TU392.3 Seismic performance of H-shaped steel beam-to-square steel corner column connection with external strengthened ring MOU Ben,WU Meng-long,MU Zai-gen,WANG Jun-chang 1)School of Civil Engineering,Qingdao University of Technology,Qingdao 266033,China 2)School of Civil and Resources Engineering.University of Science and Technology Beijing,Beijing 100083,China Corresponding author,E-mail:zgmu@ces.ustb.edu.cn ABSTRACT Beam-to-column connection plays a key role in structure designs,especially for steel structures,as the seismic perform- ance the connection directly affects the safety,reliability,utilization,and economic indicators of steel structures.During the North- bridge earthquake in the USA and Hyogoken Nanbu (Kobe)earthquake in Japan,several steel structures collapsed because of unex- pected brittle fractures around the beam-to-column connections.The economic loss encountered in the Kobe earthquake is estimated to be about 10 trillion JPY (approximately 580 billion RMB).Moreover.it caused approximately 6500 civilian fatalities and destroyed tens of thousands of houses in Kobe and the surrounding cities.The corner beam-to-column connection suffered from complicated seis- mic loadings during the earthquakes.Corner beam-to-column connections are the weak points in an aseismic design,and under biaxial lateral loadings,they induce large torsional deformations.In this study,five specimens were tested under pseudo-static loadings to in- vestigate the influence of loading paths on the seismic behavior of comner or side beam-to-column connections.The main experimental parameters were the loading paths (uniaxial loading,biaxial symmetrical loading,and biaxial center symmetrical loading)and width- to-thickness ratio of the steel column(D/t=22 and 33).The main seismic characteristics of specimens were studied,such as the hys- teretic behavior,stiffness degradation,and energy dissipation.The results indicate that the loading paths affect the stiffness and bear- ing capacities of the specimens.The bearing capacities of the specimens under the biaxial center symmetrical loading are 20%lower than those under the uniaxial loading,while the bearing capacities of the specimens under the biaxial symmetrical loading are equal to 收稿日期：2017-08-20 基金项目：中国博士后基金资助项目(2017M612226):山东省中青年科学家科研奖励基金资助项目(Z2016EEB38):国家自然科学基金资助 项目(51578064)工程科学学报,第 40 卷,第 8 期:1005鄄鄄1016,2018 年 8 月 Chinese Journal of Engineering, Vol. 40, No. 8: 1005鄄鄄1016, August 2018 DOI: 10. 13374 / j. issn2095鄄鄄9389. 2018. 08. 015; http: / / journals. ustb. edu. cn 外加强环式 H 型钢梁鄄鄄方钢管角柱节点抗震性能 牟 犇1) , 武梦龙1) , 牟在根2) 苣 , 王君昌1) 1)青岛理工大学土木工程学院, 青岛 266033 2)北京科技大学土木与资源工程学院, 北京 100083 苣 通信作者, E鄄mail: zgmu@ ces. ustb. edu. cn 摘 要 通过对 5 个试件进行拟静力加载试验,研究了加载方式对角柱和边柱节点抗震性能的影响. 试验通过对加载方式 (单向加载、双向轴对称加载和双向中心对称加载)和钢管柱宽厚比(D/ t = 22 和 33)主要参数的变化分析,着重研究了试件的 滞回性能、刚度退化和耗能性能等特性. 试验结果表明:加载方式对试件刚度及承载力影响十分明显. 在双向中心对称荷载 作用下,试件的承载力比在单向荷载作用下试件的承载力降低约 20% ;而在双向轴对称荷载作用下,试件的承载力与在单向 荷载作用下试件的承载力基本相同. 方钢管柱宽厚比是影响试件承载力的主要因素之一,随着宽厚比的增加,试件承载力逐 步减小. 所有试件的滞回曲线均呈饱满的纺锤体状,等效黏滞阻尼系数在 0郾 2 左右,具有稳定的耗能能力. 关键词 加载方式; 宽厚比; 拟静力加载; 滞回曲线; 承载力 分类号 TU392郾 3 收稿日期: 2017鄄鄄08鄄鄄20 基金项目: 中国博士后基金资助项目(2017M612226);山东省中青年科学家科研奖励基金资助项目(ZR2016EEB38);国家自然科学基金资助 项目(51578064) Seismic performance of H鄄shaped steel beam鄄to鄄square steel corner column connection with external strengthened ring MOU Ben 1) , WU Meng鄄long 1) , MU Zai鄄gen 2) 苣 , WANG Jun鄄chang 1) 1)School of Civil Engineering, Qingdao University of Technology, Qingdao 266033, China 2)School of Civil and Resources Engineering, University of Science and Technology Beijing, Beijing 100083, China 苣 Corresponding author, E鄄mail: zgmu@ ces. ustb. edu. cn ABSTRACT Beam鄄to鄄column connection plays a key role in structure designs, especially for steel structures, as the seismic perform鄄 ance the connection directly affects the safety, reliability, utilization, and economic indicators of steel structures. During the North鄄 bridge earthquake in the USA and Hyogoken Nanbu (Kobe) earthquake in Japan, several steel structures collapsed because of unex鄄 pected brittle fractures around the beam鄄to鄄column connections. The economic loss encountered in the Kobe earthquake is estimated to be about 10 trillion JPY ( approximately 580 billion RMB). Moreover, it caused approximately 6500 civilian fatalities and destroyed tens of thousands of houses in Kobe and the surrounding cities. The corner beam鄄to鄄column connection suffered from complicated seis鄄 mic loadings during the earthquakes. Corner beam鄄to鄄column connections are the weak points in an aseismic design, and under biaxial lateral loadings, they induce large torsional deformations. In this study, five specimens were tested under pseudo鄄static loadings to in鄄 vestigate the influence of loading paths on the seismic behavior of corner or side beam鄄to鄄column connections. The main experimental parameters were the loading paths (uniaxial loading, biaxial symmetrical loading, and biaxial center symmetrical loading) and width鄄 to鄄thickness ratio of the steel column (D/ t = 22 and 33). The main seismic characteristics of specimens were studied, such as the hys鄄 teretic behavior, stiffness degradation, and energy dissipation. The results indicate that the loading paths affect the stiffness and bear鄄 ing capacities of the specimens. The bearing capacities of the specimens under the biaxial center symmetrical loading are 20% lower than those under the uniaxial loading, while the bearing capacities of the specimens under the biaxial symmetrical loading are equal to