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通过对一个平面3层偏心支撑钢框架进行低周往复加载试验,分析耗能梁段的改变对其抗震性能的影响;采用Abaqus有限元软件建立模型,对比模拟结果与试验结果,验证所建立的有限元模型合理性。基于验证的有限元模型,以加劲肋布置、变截面构造、开孔率为参数共设计了16种不同耗能梁构造形式的平面3层偏心支撑钢框架,从滞回曲线、骨架曲线、刚度退化曲线及塑性转角等角度分析其抗震性能。参数化分析结果表明:横向加劲肋对结构承载力提升效果显著,而纵向加劲肋对承载力影响有限;变截面耗能梁段可有效集中塑性应变,保障框架梁、柱及支撑处于弹性状态;开孔设计会导致结构强度退化与初始刚度下降,初始刚度最高下降27.49%,且刚度退化速率加快。
Abstract：Low-cycle reversed loading tests wereconducted on a planar three-story eccentrically braced steel frame. The influence of link beam segment variations on the seismicperformance was analyzed. A computational model was established using Abaqus finite element software. The simulation results were compared with the test results. The rationality of the established finite element model was verified. Based on the verified finite element model,16 planar three-story eccentrically braced steel frames with different link beam configurations were designed. The parameters included stiffener arrangement, variable cross-section configuration and opening ratio. Their seismic performance was analyzed from the perspectives of hysteretic curves, skeleton curves,stiffness degradation curves and plastic rotation angles. The parametric analysis results show that the structural bearing capacity is significantly improved by transverse stiffeners,while the effect of longitudinal stiffeners on the bearing capacity is limited. Plastic strain can be effectively concentrated by variable cross-section link beam segments. This ensures that frame beams,columns and braces remain in an elastic state. The opening design leads to structural strengthdegradation and initial stiffness reduction. The initial stiffness decreasesby up to 27. 49%,and the stiffness degradation rate is accelerated.
[1]FUJIMOTO M,AOYAGI T,UKAI K,et al. Structural characteristics of eccentric k-braced frames[J]. Transactions of the architectural institute of Japan,1972,195:39-49,97.
[2]关彬林,连鸣,苏明周,等.端板连接可更换Q235耗能梁段钢框筒子结构滞回性能及其影响因素研究[J].工程力学,2021,38(4):54-67.
[3]冯大哲,殷占忠,吴宏凯,等.腹板中心开长圆孔可更换剪切耗能梁段的承载力研究[J].建筑结构学报,2024,45(10):193-205.
[4]门进杰,范栋鑫,邓德平,等.三段式可更换耗能梁抗震性能及可更换性能分析[J].建筑结构学报,2023,44(1):57-67.
[5]钱稼茹,陈茂盛,张天申,等.偏心支撑钢框架拟动力地震反应试验研究[J].工程抗震,1992,14(1):15-18,9.
[6]POPOV E P,KASAI K,ENGELHARDT M D. Advances in design of eccentrically braced frames[J]. Earthquake spectra,1987,3(1):43-55.
[7]FARZAMPOUR A,MANSOURI I,MORTAZAVI S J,et al. Development of innovative lateral resistance systems featuring earthquake-protective dampers[J]. Applied sciences,2023,13(6):3852.
[8]Bahrampoor H,SABOURI G S. Effect of easy-going steel concept on the behavior of diagonal eccentrically braced Frames[J]. International journal of civil engineering,2010,8:1-14.
[9]SALMASI A C,SHEIDAII M R. Assessment of eccentrically braced frames strength against progressive collapse[J].International journal of steel structures,2017,17(2):543-551.
[10]Bureau of Indian Standards. Criteria for Earthquake Resistant Design of Structures-Part 1:General Provisions and Buildings:IS 1893-1-2016[S]. New Delhi,India,2016.
[11]REENA G C,GURUPATHAM B G A,TSAVDARIDIS K D. Column link behavior in eccentrically braced composite 3-dimensional frames[J]. Buildings,2023,13(12):2970.
[12]殷占忠,孙向阳,张晓博,等.带可替换耗能连接偏心支撑钢框架循环加载的受力性能分析[J].建筑科学,2018,34(5):31-39.
[13]李慎,吴喜梅,李晓蕾,等.带变截面可更换耗能梁段的高强钢框架-偏心支撑有限元参数分析[J].计算力学学报,2023,40(5):836-846.
[14]LI S,ZHANG Y S,DU N J,et al. Overstrength and plastic rotation of two-segment replaceable link with separated splicing plate[J]. Structures,2024,62:106171.
[15]熊晓莉,李飞平,张宇,等.可更换梁段翼缘开孔型节点抗震性能[J].河南科技大学学报(自然科学版),2025,46(1):68-79.
[16]熊晓莉,管欣旺,李飞平,等.装配式可更换梁段翼缘开孔削弱型节点抗震性能研究[J].太原理工大学学报,2026,57(1):100-111.
[17]王福明,何子鹏,谢薇,等.配置哑铃型可更换耗能梁段的钢框架节点抗震性能分析[J/OL].工业建筑,2024:1-25.(2024-04-10). https://kns. cnki. net/KCMS/detail/detail. aspx? filename=GYJZ20240407001&dbname=CJFD&dbcode=CJFQ.
[18]于海丰,王炜,吴杨周,等.带骨式削弱弯曲型耗能梁K形偏心支撑框架抗震性能研究[J].河北科技大学学报,2023,44(3):286-296.
[19]任国超.带波纹腹板的可替换耗能梁段抗震性能研究[D].兰州:兰州理工大学,2021.
[20]刘璐.可更换耗能梁段偏心支撑钢框架结构的研究[D].广州:广州大学,2014.
[21]中华人民共和国建设部、国家质量监督检验检疫总局.建筑抗震设计规范(2008年版):GB 50011—2001[S].北京:中国建筑工业出版社,2004.
[22]中华人民共和国住房和城乡建设部.钢结构设计标准:GB 50017—2017[S].北京:中国建筑工业出版社,2017.
[23]国家质量监督检验检疫总局,中国国家标准化管理委员会.金属材料拉伸试验第1部分:室温试验方法:GB/T228. 1—2010[S].北京:中国标准出版社,2011.
[24]中华人民共和国住房和城乡建设部.建筑抗震试验规程:JGJ/T 101—2015[S].北京:中国建筑工业出版社,2015.
基本信息:
中图分类号:TU391;TU352.11
引用信息:
[1]王新武,李亚飞,陈易飞,等.耗能梁对平面3层偏心支撑钢框架抗震性能影响研究[J].河南科技大学学报(自然科学版)().
基金信息:
国家自然科学基金项目(51678284); 中原科技创新领军人才项目(214200510002); 河南省自然科学基金重点项目(252300421260); 河南省科技攻关项目(242102320018)
2026-06-17
2026-06-17
2026-06-17