Pall型摩擦阻尼支撑内力计算方法
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摘要
从Pall摩擦阻尼器四连杆机构的几何非线性变形特征出发,分析框架位移、支撑刚度、阻尼器摩擦力、阻尼器大小、支撑倾角、支撑屈曲力等对一种改进的Pall摩擦阻尼器—T形芯板摩擦阻尼器支撑的受力特点,拟合出可供设计人员使用的实用计算公式。
Based on the geometry nonlinearity of four-link mechanism of Pall-type frictional damper, influence of the frame displacement, brace stiffness, damper slip force, size of the damper , angle of the brace and buckling force of the braces on the maximum brace force of an improved Pall-type frictional damper(T-shaped cone plate frictional damper)is studied. And the simple practical formulae of the maximum brace force has been fitted for designer.
Based on the geometry nonlinearity of four-link mechanism of Pall-type frictional damper, influence of the frame displacement, brace stiffness, damper slip force, size of the damper , angle of the brace and buckling force of the braces on the maximum brace force of an improved Pall-type frictional damper(T-shaped cone plate frictional damper)is studied. And the simple practical formulae of the maximum brace force has been fitted for designer.
引文
[1] SEAOCVision2000Committee.Performance-basedseismicengineering[R].ReportpreparedbyStructuralEngineersAssociationofCalifornia,Sacramento,California,U.S.A.,1995.
[2] OuJinping,etal.Recentadvancesinresearchandapplicationofpassiveenergydissipationsystems[J].EarthquakeEngineeringandEngineeringVibration,1996,16(3):72-98.
[3] PallASandMarshC.Responseoffrictiondampedbracedframes[J].JournaloftheStructuralDivision,ASCE,1982,108(ST6):1313-1323.
[4] PallAS,PallR.Friction-damperusedforseismiccontrolofnewandexistingbuildingsinCanada[A].ATC17-1,SeminaronSeismicIsolation,PassiveEnergyDissipation,1993,2:675-686.
[5] HaleTH,PallR.SeismicupgradeoftheFreeportwaterreservoir,Sacramento,California[C].Paper0269,12WCEE[C],2000.
[6] ChandraR.Friction-dampersforseismiccontrolofLaGardeniatowersSouthCity,Gurgaon,India[C].Paper2008,12WCEE,2000.
[7] FiliatraultA,CherryS.Performanceevaluationoffrictiondampedbracedsteelframesundersimulatedearthquakeloads[J].EarthquakeSpectra,1987,3(1):57-78.
[8] AikenID,KellyJM.Earthquakesimulatortestingandanalyticalstudiesoftwoenergy-absorbingsystemsformultistorystructures[R].ReportNo.UCB/EERC-90/03,UniversityofCalifornia,Berkeley,1990.
[9] 吴斌,张纪刚.考虑几何非线性的Pall型摩擦阻尼器滞回特性分析[J],工程力学(已预录用).
[10] 吴斌,张纪刚.基于几何非线性的Pall型摩擦阻尼器滞回特性分析与试验验证[J].地震工程与工程振动,2001,21(4):60-65.
[11] 吴斌.滞变型耗能减振体系的试验、分析和设计方法[D].哈尔滨建筑大学,1998.
[12] 邹向阳.粘弹性与拟粘滞摩擦耗能减振结构试验、分析与应用研究[D].哈尔滨工业大学,2000.
[13] 龙驭球,包世华.结构力学教程[M].北京:高等教育出版社,1987.
[14] 钟万勰,何穷,刘正兴.数值计算方法[M].北京:中国建筑工业出板社,1991.
[15] 吴斌,欧进萍.Pall摩擦耗能器的设计方法[J].哈尔滨建筑大学学报,1997,30(4):9-14.
[2] OuJinping,etal.Recentadvancesinresearchandapplicationofpassiveenergydissipationsystems[J].EarthquakeEngineeringandEngineeringVibration,1996,16(3):72-98.
[3] PallASandMarshC.Responseoffrictiondampedbracedframes[J].JournaloftheStructuralDivision,ASCE,1982,108(ST6):1313-1323.
[4] PallAS,PallR.Friction-damperusedforseismiccontrolofnewandexistingbuildingsinCanada[A].ATC17-1,SeminaronSeismicIsolation,PassiveEnergyDissipation,1993,2:675-686.
[5] HaleTH,PallR.SeismicupgradeoftheFreeportwaterreservoir,Sacramento,California[C].Paper0269,12WCEE[C],2000.
[6] ChandraR.Friction-dampersforseismiccontrolofLaGardeniatowersSouthCity,Gurgaon,India[C].Paper2008,12WCEE,2000.
[7] FiliatraultA,CherryS.Performanceevaluationoffrictiondampedbracedsteelframesundersimulatedearthquakeloads[J].EarthquakeSpectra,1987,3(1):57-78.
[8] AikenID,KellyJM.Earthquakesimulatortestingandanalyticalstudiesoftwoenergy-absorbingsystemsformultistorystructures[R].ReportNo.UCB/EERC-90/03,UniversityofCalifornia,Berkeley,1990.
[9] 吴斌,张纪刚.考虑几何非线性的Pall型摩擦阻尼器滞回特性分析[J],工程力学(已预录用).
[10] 吴斌,张纪刚.基于几何非线性的Pall型摩擦阻尼器滞回特性分析与试验验证[J].地震工程与工程振动,2001,21(4):60-65.
[11] 吴斌.滞变型耗能减振体系的试验、分析和设计方法[D].哈尔滨建筑大学,1998.
[12] 邹向阳.粘弹性与拟粘滞摩擦耗能减振结构试验、分析与应用研究[D].哈尔滨工业大学,2000.
[13] 龙驭球,包世华.结构力学教程[M].北京:高等教育出版社,1987.
[14] 钟万勰,何穷,刘正兴.数值计算方法[M].北京:中国建筑工业出板社,1991.
[15] 吴斌,欧进萍.Pall摩擦耗能器的设计方法[J].哈尔滨建筑大学学报,1997,30(4):9-14.
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