屈曲约束支撑半刚性连接框架弹塑性地震位移简化计算
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摘要
研究屈曲约束支撑半刚性连接框架弹塑性位移计算方法,为这种结构抗震设计提供依据。推导了屈曲约束支撑半刚性连接框架结构侧移刚度计算方法,通过计算屈曲约束支撑和半刚性连接在罕遇地震作用下的有效阻尼比,修正弹性设计反应谱,再利用修正后的设计反应谱进行结构弹塑性层间位移简化计算。通过与弹塑性时程分析对提出的计算方法进行验证。基于有效阻尼比的思想给出的弹塑性位移的简化计算方法可进行屈曲约束支撑半刚性连接框架罕遇地震下的抗震设计。
A simplified method for determining the elatso-plastic drift of buckling restrained braced frame with semi-rigid connections was developed.The lateral stiffness of the structure is presented.Based on the characteristic of the semi-rigidly connected steel frame and the principle of effective damping ratio,the simplified calculation method for solving the elasto-plastic drift of the buckling restrained braced frame with semi-rigid connections was devised.The comparison between the results of simplified calculation method and the mean results of ten seismic ground motions elasto-plastic time-history analysis was made.The results show that the simplified calculation method is an exact and valid method.The method can be used in aseismic design of buckling restrained braced frame with semi-rigid connections.
A simplified method for determining the elatso-plastic drift of buckling restrained braced frame with semi-rigid connections was developed.The lateral stiffness of the structure is presented.Based on the characteristic of the semi-rigidly connected steel frame and the principle of effective damping ratio,the simplified calculation method for solving the elasto-plastic drift of the buckling restrained braced frame with semi-rigid connections was devised.The comparison between the results of simplified calculation method and the mean results of ten seismic ground motions elasto-plastic time-history analysis was made.The results show that the simplified calculation method is an exact and valid method.The method can be used in aseismic design of buckling restrained braced frame with semi-rigid connections.
引文
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[3]王静峰.竖向荷载作用下半刚性连接组合框架的实用设计方法[D].上海:同济大学土木工程学院,2005.
[4]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.
[5]李妍,吴斌,欧进萍.弹塑性结构等效线性化方法的对比研究[J].工程抗震与加固改造,2005,27(1):1-6.
[6]Building Seismic Safety Council of the National Institute of Building Sciences.NEHRP guidelines for the seismic rehabilitation of buildings(FEMA273)[S].Washington,D.C.
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[8]胡大柱,李国强,孙飞飞.半刚性连接多层组合框架自振周期实用计算方法[J].世界地震工程,2008,24(2):68-73.
[9]Kim J,Choi H.Behavior and design of structures with buckling-restrained braces[J].Engineering Structures,2004,26:639-706.
[2]Uang Chia-ming,Nakashima Masayoshi,陆烨.屈曲约束支撑体系的应用与研究进展(I)[J].建筑钢结构进展,2005,7(1):1-12.
[3]王静峰.竖向荷载作用下半刚性连接组合框架的实用设计方法[D].上海:同济大学土木工程学院,2005.
[4]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.
[5]李妍,吴斌,欧进萍.弹塑性结构等效线性化方法的对比研究[J].工程抗震与加固改造,2005,27(1):1-6.
[6]Building Seismic Safety Council of the National Institute of Building Sciences.NEHRP guidelines for the seismic rehabilitation of buildings(FEMA273)[S].Washington,D.C.
[7]石文龙.平端板连接半刚性梁柱组合节点的试验与理论研究[D].上海:同济大学土木工程学院,2006.
[8]胡大柱,李国强,孙飞飞.半刚性连接多层组合框架自振周期实用计算方法[J].世界地震工程,2008,24(2):68-73.
[9]Kim J,Choi H.Behavior and design of structures with buckling-restrained braces[J].Engineering Structures,2004,26:639-706.
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