蜂窝式钢框架结构梁端塑性铰位置影响因素分析
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摘要
利用ANSYS软件,对常用的六边形孔和圆形孔蜂窝式钢框架结构的破坏模式、梁上塑性铰、滞回曲线、骨架曲线、延性和耗能能力进行分析。研究表明:在扩高比K和梁上第一个孔洞中心距柱翼缘距离B等参数的影响下,蜂窝式钢框架结构可以利用蜂窝梁梁端孔洞位置处的腹板削弱;在地震作用下,使塑性铰产生于梁上第一个孔洞位置,远离梁柱连接部位的焊缝区域,提高其抗震性能。通过分析参数K和B对其塑性铰出现位置的影响规律,提出六边形孔和圆形孔蜂窝式钢框架参数B取值的建议公式。在此参数范围内,蜂窝式钢框架结构的抗震性能和延性相比普通实腹钢框架并没有明显降低,具有良好的耗能能力。
Finite element analysis was used to analyze the failure mode,beam plastic hinge,hysteresis curve,skeleton curves,ductility and energy dissipation capacity of the common hexagon holes and circular hole cellular steel frame structures.The research indicates that:under the influence of the parameters such as expanding the outspread ratio K and beam first hole center distance from flange columns B,cellular steel frame structures can use weakness in holes position of cellular beam end;plastic hinge is generated on the first hole position of the beam and away from the weld joint beam-column area under earthquake,in order to improve its seismic performance.Through analyzing the influence law of the parameter K and B on plastic hinge position,the recommended formula for the value of common hexagon holes and circular holes cellular steel frame parameters B was put forward.In this parameter range,compared to common real abdomen steel frame,the seismic performance and ductility of cellular steel frame structures do not reduce significantly and has good capability of energy consumption.
Finite element analysis was used to analyze the failure mode,beam plastic hinge,hysteresis curve,skeleton curves,ductility and energy dissipation capacity of the common hexagon holes and circular hole cellular steel frame structures.The research indicates that:under the influence of the parameters such as expanding the outspread ratio K and beam first hole center distance from flange columns B,cellular steel frame structures can use weakness in holes position of cellular beam end;plastic hinge is generated on the first hole position of the beam and away from the weld joint beam-column area under earthquake,in order to improve its seismic performance.Through analyzing the influence law of the parameter K and B on plastic hinge position,the recommended formula for the value of common hexagon holes and circular holes cellular steel frame parameters B was put forward.In this parameter range,compared to common real abdomen steel frame,the seismic performance and ductility of cellular steel frame structures do not reduce significantly and has good capability of energy consumption.
引文
[1]贾连光,张丽,李娜.纯弯曲蜂窝梁弯扭屈曲的有限元分析[J].沈阳建筑大学学报:自然科学版,2006,22(1):49-52.
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[10]陆铁坚,贺子瑛,余志武,等.钢-混凝土组合梁与混凝土柱节点的抗震性能试验研究[J].建筑结构学报,2008,29(1):70-74.
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[12]贾连光,许峰,张绍武.轻型钢框架结构的抗震性能试验研究[J].工业建筑,2005,35(10):64-68.
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[2]贾连光,王健.蜂窝式梁-柱钢框架结构抗震性能分析[J].沈阳建筑大学学报:自然科学版,2009,25(3):451-455.
[3]贾连光,耿琳,尹晓东,等.蜂窝式压弯构件弯矩作用平面内稳定承载力计算的试验验证[J].沈阳建筑大学学报:自然科学版,2009,25(1):61-65.
[4]MILLER D K.Lessons learned from the Northridgeearthquake[J].Engineering Structures,1998,20(4-6):249-260.
[5]崔鸿超.日本兵库县南部地震震害综述[J].建筑结构学报,1996,17(1):2-13.
[6]杨庆山,李波,杨娜.梁腹板开圆孔钢框架梁柱节点的性能研究[J].工程力学,2007,24(9):111-139.
[7]李波,杨庆山,茹继平,等.梁腹板开圆孔的钢框架抗震性能研究[J].工程力学,2009,26(1):64-73.
[8]孙宏达.蜂窝式梁-柱钢框架结构抗震性能分析[D].沈阳:沈阳建筑大学,2010.
[9]王瑞锋,贾连光,吴良.蜂窝式钢框架梁柱节点性能分析[J].钢结构,2010,25(S1):331-338.
[10]陆铁坚,贺子瑛,余志武,等.钢-混凝土组合梁与混凝土柱节点的抗震性能试验研究[J].建筑结构学报,2008,29(1):70-74.
[11]胡秀杰.型钢混凝土异形柱框架角节点抗震性能试验研究[D].西安:西安建筑科技大学,2009.
[12]贾连光,许峰,张绍武.轻型钢框架结构的抗震性能试验研究[J].工业建筑,2005,35(10):64-68.
[13]李成.多层抗弯钢框架的结构影响系数和位移放大系数[D].西安:西安建筑科技大学,2008.
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