混合结构工业厂房阻尼比的计算方法比较
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摘要
以应变能阻尼法为基础,提出确定混合结构工业厂房抗震设计阻尼参数的多振型综合阻尼比方法,相对于传统方法,其具有更高的精度和适用性。分别采用多振型综合阻尼比法、强迫解耦法、非比例阻尼法形成混合结构的阻尼矩阵,基于反应谱方法和时程分析方法,对主厂房模型的地震反应进行对比分析,其中非比例阻尼模型采用复振型分解法进行分析。结果表明:采用多振型综合阻尼矩阵得到的结构变形响应与非比例阻尼矩阵的计算结果较为接近,且设计内力偏于安全。建议对混合结构工业厂房进行地震反应分析时,在条件许可的情况下,宜采用复振型分解法,在条件不许可的情况下,宜采用多振型综合阻尼比法。
It was proposed a multi-modal damping ratio method to determine the damping parameters in the seismic design of a hybrid mill building based on the strain-energy damping ratio method,which had a higher accuracy and better applicability compared to traditional methods. Multi-modal propotional damping ratio method, forced decoupling method and non-proportional damping method were used to form the damping matrix of the hybrid structure and comparative analysis was done under seismic load with response spectrum method and time-history analysis method. The non-propotional damping model was analysed by complex damping method. The results showed that the structural deformation response got by the multi-modal propotional damping matrix was close to that of the nonpropotional damping matrix and the designed internal force was more conservative. The complex decomposition method was suggested for the seismic response analysis of complex hybrid structures and the multi-modal damping ratio method could be used when there were no calculating conditions.
It was proposed a multi-modal damping ratio method to determine the damping parameters in the seismic design of a hybrid mill building based on the strain-energy damping ratio method,which had a higher accuracy and better applicability compared to traditional methods. Multi-modal propotional damping ratio method, forced decoupling method and non-proportional damping method were used to form the damping matrix of the hybrid structure and comparative analysis was done under seismic load with response spectrum method and time-history analysis method. The non-propotional damping model was analysed by complex damping method. The results showed that the structural deformation response got by the multi-modal propotional damping matrix was close to that of the nonpropotional damping matrix and the designed internal force was more conservative. The complex decomposition method was suggested for the seismic response analysis of complex hybrid structures and the multi-modal damping ratio method could be used when there were no calculating conditions.
引文
[1]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.
[2]黄本才.组合结构振动的等效阻尼比[J].上海力学,1998,19(2):141-145.
[3]廖晓璐,王松涛,陈向东.钢框架-混凝土筒体结构阻尼实用计算方法[J].工程力学,1999,3(3):729-733.
[4]杨全胜.钢与钢筋混凝土混合结构的等效阻尼比分析研究[D].兰州:兰州理工大学,2013.
[5]赵基达.《空间网格结构技术规程》修订编制情况介绍[J].工程质量,2007(6):60-64.
[6]桂国庆,何玉敖.非比例阻尼结构体系近似解耦分析中的误差研究[J].工程力学,1994,12(4):40-44.
[7]武藤清.结构物动力设计[M].滕家禄,译.北京:中国建筑工业出版社,1984.
[8]孙仁范,魏琏,刘维亚,等.抗震设计中组合结构应变能阻尼比的计算方法[J].建筑结构,2014,44(6):27-32.
[9]Foss F K.Co-Ordinates Which Uncouple the Linear Dynamic Systems[J].J.App.Mech.,ASME,1958,24:361-364.
[10]Harris C M,Credle C E.Shock and Vibration[M].2nd ed.New York:Mcgraw-Hill Inc.,1976.
[11]Hurty W C,Rubinstein M F.Dynamics of Structures[M].2nd ed.New Jersey:Prantice-Hall,1994.
[12]周锡元,董娣,苏幼坡.非正交阻尼线性震动系统的复振型地震响应叠加分析方法[J].土木工程学报,2003,36(5):30-36.
[13]周锡元,马东辉,俞瑞芳.工程结构中的阻尼与复振型地震响应的完全平方组合[J].土木工程学报,2005,38(1):31-39.
[14]俞瑞芳.非比例阻尼线性系统随机地震输入下的动力反应分析[D].北京:北京工业大学,2006.
[15]汪梦甫.非比例阻尼线性体系地震反应计算的振型分解反应谱法[J].地震工程与工程振动,2007,27(1):31-37.
[16]黄吉锋,周锡元.钢-混凝土混合结构地震反应分析的CCQC和FDCQC方法及其应用[J].建筑结构,2008,38(10):44-49.
[17]Chopra A K.结构动力学[M].谢礼立,吕大刚,译.北京:高等教育出版社,2005.
[18]吕凤伟,曹双寅.用拉普拉斯变换方法求解轻钢加层结构的折算阻尼比[C]//第九届全国建筑物鉴定与加固改造学术会议论文集.北京:中国建材工业出版社,2008:213-218.
[19]FEMA P695.Quantification of Building Seismic Performance Factors[S].2008.
[2]黄本才.组合结构振动的等效阻尼比[J].上海力学,1998,19(2):141-145.
[3]廖晓璐,王松涛,陈向东.钢框架-混凝土筒体结构阻尼实用计算方法[J].工程力学,1999,3(3):729-733.
[4]杨全胜.钢与钢筋混凝土混合结构的等效阻尼比分析研究[D].兰州:兰州理工大学,2013.
[5]赵基达.《空间网格结构技术规程》修订编制情况介绍[J].工程质量,2007(6):60-64.
[6]桂国庆,何玉敖.非比例阻尼结构体系近似解耦分析中的误差研究[J].工程力学,1994,12(4):40-44.
[7]武藤清.结构物动力设计[M].滕家禄,译.北京:中国建筑工业出版社,1984.
[8]孙仁范,魏琏,刘维亚,等.抗震设计中组合结构应变能阻尼比的计算方法[J].建筑结构,2014,44(6):27-32.
[9]Foss F K.Co-Ordinates Which Uncouple the Linear Dynamic Systems[J].J.App.Mech.,ASME,1958,24:361-364.
[10]Harris C M,Credle C E.Shock and Vibration[M].2nd ed.New York:Mcgraw-Hill Inc.,1976.
[11]Hurty W C,Rubinstein M F.Dynamics of Structures[M].2nd ed.New Jersey:Prantice-Hall,1994.
[12]周锡元,董娣,苏幼坡.非正交阻尼线性震动系统的复振型地震响应叠加分析方法[J].土木工程学报,2003,36(5):30-36.
[13]周锡元,马东辉,俞瑞芳.工程结构中的阻尼与复振型地震响应的完全平方组合[J].土木工程学报,2005,38(1):31-39.
[14]俞瑞芳.非比例阻尼线性系统随机地震输入下的动力反应分析[D].北京:北京工业大学,2006.
[15]汪梦甫.非比例阻尼线性体系地震反应计算的振型分解反应谱法[J].地震工程与工程振动,2007,27(1):31-37.
[16]黄吉锋,周锡元.钢-混凝土混合结构地震反应分析的CCQC和FDCQC方法及其应用[J].建筑结构,2008,38(10):44-49.
[17]Chopra A K.结构动力学[M].谢礼立,吕大刚,译.北京:高等教育出版社,2005.
[18]吕凤伟,曹双寅.用拉普拉斯变换方法求解轻钢加层结构的折算阻尼比[C]//第九届全国建筑物鉴定与加固改造学术会议论文集.北京:中国建材工业出版社,2008:213-218.
[19]FEMA P695.Quantification of Building Seismic Performance Factors[S].2008.