基于顶点位移的被动消能结构加固设计
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摘要
基于房屋结构顶点位移,提出了一种简单、直接的被动消能结构加固设计方法;通过Push-over分析将多自由度体系等效为单自由度体系,由被动阻尼器的有效阻尼比和有效刚度的相关性,提出简单的迭代方法确定满足结构等效单自由度体系性能目标所需的附加有效阻尼比和有效刚度,并对阻尼器在多自由度体系中的分配提出建议;采用该方法对某10层钢筋混凝土框架结构进行了加固设计。分析结果表明:该方法在Pushover适用范围内可以取得满意的精度,不同的阻尼器分配模式减震效果不同。
A simple and straight retrofitting design method was put forward based on roof displacement of building structure for passive energy dissipation.By Pushover analysis,a multi-degree-of-freedom system was transformed into an equivalent single-degree-of-freedom system.According to the dependence relationship between damping ratio of passive dampers and stiffness,an iteration method was presented.Then supplemental effective damping ratio and effective stiffness required to meet the performance criterion of the equivalent single-degree-of-freedom system could be solved conveniently by standard software through simple iterative computation,and two damper distribution patterns in multi-degree-of-freedom-system were also proposed.The procedure was applied to a ten-storey reinforced concrete frame structure for verification of the proposed method.The analytical results show the methods that can make satisfactory accuracy achieved for structure in Pushover analysis can be applied.The effects of energy dissipation for different damper distribution patterns are different.
A simple and straight retrofitting design method was put forward based on roof displacement of building structure for passive energy dissipation.By Pushover analysis,a multi-degree-of-freedom system was transformed into an equivalent single-degree-of-freedom system.According to the dependence relationship between damping ratio of passive dampers and stiffness,an iteration method was presented.Then supplemental effective damping ratio and effective stiffness required to meet the performance criterion of the equivalent single-degree-of-freedom system could be solved conveniently by standard software through simple iterative computation,and two damper distribution patterns in multi-degree-of-freedom-system were also proposed.The procedure was applied to a ten-storey reinforced concrete frame structure for verification of the proposed method.The analytical results show the methods that can make satisfactory accuracy achieved for structure in Pushover analysis can be applied.The effects of energy dissipation for different damper distribution patterns are different.
引文
[1]郭秉山,彭军,刘朝科.梁腹板削弱式刚性钢框架抗震性能研究[J].西安科技大学学报,2007,27(3):364-367.GUO Bing-shan,PENG Jun,LIU Chao-ke.Anti-seis-mic Performance Testing of New Beam-to-columnConnections in Steel Frames[J].Journal of Xi an Uni-versity of Science and Technology,2007,27(3):364-367.
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[3]杨文星,罗少锋.单自由度体系地震能量反应的计算[J].西安科技大学学报,2006,26(1):40-43.YANG Wen-xing,LUO Shao-feng.Calculation ofSeismic Energy Response of Single Degree of FreedomSystem[J].Journal of Xi an University of Science andTechnology,2006,26(1):40-43.
[4]黄建文,朱晞.以位移为基础的钢筋混凝土连续梁桥抗震设计方法[J].中国公路学报,2005,18(2):28-33.HUANG Jian-wen,ZHU Xi.Displacement-basedSeismic Design Method for RC Continuous GirderBridges[J].China Journal of Highway and Trans-port,2005,18(2):28-33.
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[6]叶贵如,张治成,黄翔,等.桥墩防船撞消能器动力性能的数值仿真分析[J].中国公路学报,2004,17(3):68-73.YE Gui-ru,ZHANG Zhi-cheng,HUANG Xiang,et al.Numerical Simulation Analysis of DynamicalPerformance of Equipment Protecting from Ship-bridge Collision[J].China Journal of Highway andTransport,2004,17(3):68-73.
[7]宋一凡,王玉萍.计入弹性基础效应的钢筋混凝土桥梁结构塑性倒塌分析[J].交通运输工程学报,2003,3(3):26-31.SONG Yi-fan,WANG Yu-ping.Plastic CollapseMechanism of Seismic Assessment for Existing RCBridges with Flexible Foundation and Bearing Pads[J].Journal of Traffic and Transportation Engineer-ing,2003,3(3):26-31.
[8]楼梦麟,雍国柱,李建元.阻尼特性对组合结构地震反应的影响[J].建筑科学与工程学报,2007,24(2):24-29.LOU Meng-lin,YONG Guo-zhu,LI Jian-yuan.Influ-ence of Damping Characteristics on Seismic Responsesof Composite Structures[J].Journal of Architectureand Civil Engineering,2007,24(2):24-29.
[9]谭平,周福霖.结构主动变刚度.阻尼控制系统及其优化设计[J].建筑科学与工程学报,2007,24(2):6-12.TAN Ping,ZHOU Fu-lin.Structural Active VariableStiffness.Damping Control System and Its OptimalDesign[J].Journal of Architecture and Civil Engin-eering,2007,24(2):6-12.
[10]SOONG T T,DARGUSH G F.Passive Energy Dissi-pation Systems in Structural Engineering[M].NewYork:John Wiley&Sons,1997.
[11]FEMA 273,NEHRP Guidelines for the Seismic Re-habilitation of Buildings[S].
[12]FEMA 274,NEHRP Commentary on the Guidelinesfor the Seismic Rehabilitation of Buildings[S].
[13]CHOPRA A K.Dynamics of Structures:Theory andApplications to Earthquake Engineering[M].UpperSaddle River:Prentice Hall,1995.
[14]KRAWINKLER H,SENERVIRATNA G D P.Prosand Cons of a Push-over Analysis of Seismic Perform-ance Evaluation[J].Engineering Structures,1998,20(4):452-464.
[15]FEMA 356,NEHRP Guidelines for the Seismic Re-habilitation of Buildings[S].
[16]VALLES R E,REINHORN A M,KUNNATH S K,et al.IDARC2D Version 4.0:a Computer Program forthe Inelastic Damage Analysis of Buildings[R].Buffa-lo:State University of New York at Buffalo,1996.
[17]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.LUO Wen-bin,QIAN Jia-ru.Displacement-basedSeismic Design for RC Frames[J].China Civil En-gineering Journal,2003,36(5):22-29.
[18]TSOPELAS P,CONSTANTINOU M C,KIRCHERC A,et al.Evaluation of Simplified Method of Analy-sis for Yielding Structures[R].Buffalo:State Univer-sity of New York at Buffalo,1997.
[19]VALLES R E,REINHORN A M,KUNNATH S K,et al.IDARC2D Version 6.0:a Computer Program forthe Inelastic Damage Analysis of Buildings[R].Buffa-lo:State University of New York at Buffalo,2004.
[20]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004,24(3):89-97.HOU Shuang,OU Jin-ping.A Study of Load PatternSelection of Pushover Analysis and Influence ofHigher Modes[J].Earthquake Engineering and En-gineering Vibration,2004,24(3):89-97.
[2]张淑云,白国良,朱佳宁,等.钢筋混凝土框架异型边节点抗震性能试验研究[J].西安科技大学学报,2005,25(2):147-150.ZHANG Shu-yun,BAI Guo-liang,ZHU Jia-ning,et al.Experiment on Seismic Behavior of the Abnor-mal Exterior Joint of Reinforced Concrete Frame[J].Journal of Xi an University of Science and Technolo-gy,2005,25(2):147-150.
[3]杨文星,罗少锋.单自由度体系地震能量反应的计算[J].西安科技大学学报,2006,26(1):40-43.YANG Wen-xing,LUO Shao-feng.Calculation ofSeismic Energy Response of Single Degree of FreedomSystem[J].Journal of Xi an University of Science andTechnology,2006,26(1):40-43.
[4]黄建文,朱晞.以位移为基础的钢筋混凝土连续梁桥抗震设计方法[J].中国公路学报,2005,18(2):28-33.HUANG Jian-wen,ZHU Xi.Displacement-basedSeismic Design Method for RC Continuous GirderBridges[J].China Journal of Highway and Trans-port,2005,18(2):28-33.
[5]弓俊青,朱晞.以位移为基础的钢筋混凝土桥梁墩柱抗震设计方法[J].中国公路学报,2001,14(4):42-46.GONG Jun-qing,ZHU Xi.Displacement-based Seis-mic Design Method for RC Bridge Columns[J].ChinaJournal of Highway and Transport,2001,14(4):42-46.
[6]叶贵如,张治成,黄翔,等.桥墩防船撞消能器动力性能的数值仿真分析[J].中国公路学报,2004,17(3):68-73.YE Gui-ru,ZHANG Zhi-cheng,HUANG Xiang,et al.Numerical Simulation Analysis of DynamicalPerformance of Equipment Protecting from Ship-bridge Collision[J].China Journal of Highway andTransport,2004,17(3):68-73.
[7]宋一凡,王玉萍.计入弹性基础效应的钢筋混凝土桥梁结构塑性倒塌分析[J].交通运输工程学报,2003,3(3):26-31.SONG Yi-fan,WANG Yu-ping.Plastic CollapseMechanism of Seismic Assessment for Existing RCBridges with Flexible Foundation and Bearing Pads[J].Journal of Traffic and Transportation Engineer-ing,2003,3(3):26-31.
[8]楼梦麟,雍国柱,李建元.阻尼特性对组合结构地震反应的影响[J].建筑科学与工程学报,2007,24(2):24-29.LOU Meng-lin,YONG Guo-zhu,LI Jian-yuan.Influ-ence of Damping Characteristics on Seismic Responsesof Composite Structures[J].Journal of Architectureand Civil Engineering,2007,24(2):24-29.
[9]谭平,周福霖.结构主动变刚度.阻尼控制系统及其优化设计[J].建筑科学与工程学报,2007,24(2):6-12.TAN Ping,ZHOU Fu-lin.Structural Active VariableStiffness.Damping Control System and Its OptimalDesign[J].Journal of Architecture and Civil Engin-eering,2007,24(2):6-12.
[10]SOONG T T,DARGUSH G F.Passive Energy Dissi-pation Systems in Structural Engineering[M].NewYork:John Wiley&Sons,1997.
[11]FEMA 273,NEHRP Guidelines for the Seismic Re-habilitation of Buildings[S].
[12]FEMA 274,NEHRP Commentary on the Guidelinesfor the Seismic Rehabilitation of Buildings[S].
[13]CHOPRA A K.Dynamics of Structures:Theory andApplications to Earthquake Engineering[M].UpperSaddle River:Prentice Hall,1995.
[14]KRAWINKLER H,SENERVIRATNA G D P.Prosand Cons of a Push-over Analysis of Seismic Perform-ance Evaluation[J].Engineering Structures,1998,20(4):452-464.
[15]FEMA 356,NEHRP Guidelines for the Seismic Re-habilitation of Buildings[S].
[16]VALLES R E,REINHORN A M,KUNNATH S K,et al.IDARC2D Version 4.0:a Computer Program forthe Inelastic Damage Analysis of Buildings[R].Buffa-lo:State University of New York at Buffalo,1996.
[17]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.LUO Wen-bin,QIAN Jia-ru.Displacement-basedSeismic Design for RC Frames[J].China Civil En-gineering Journal,2003,36(5):22-29.
[18]TSOPELAS P,CONSTANTINOU M C,KIRCHERC A,et al.Evaluation of Simplified Method of Analy-sis for Yielding Structures[R].Buffalo:State Univer-sity of New York at Buffalo,1997.
[19]VALLES R E,REINHORN A M,KUNNATH S K,et al.IDARC2D Version 6.0:a Computer Program forthe Inelastic Damage Analysis of Buildings[R].Buffa-lo:State University of New York at Buffalo,2004.
[20]侯爽,欧进萍.结构Pushover分析的侧向力分布及高阶振型影响[J].地震工程与工程振动,2004,24(3):89-97.HOU Shuang,OU Jin-ping.A Study of Load PatternSelection of Pushover Analysis and Influence ofHigher Modes[J].Earthquake Engineering and En-gineering Vibration,2004,24(3):89-97.
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