一种新型结构体系在随机激励下的控制参数特性研究
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摘要
以(日本)东京市政厅(传统普通巨型框架结构)为原型,在此结构基础上设计了相应的巨-子型有控结构体系PMSCSS(Passive Mega-Sub Controlled Structural System),对其在随机脉动风荷载激励和随机平稳及非平稳地震激励下的控制效果分别进行了对比计算研究,并讨论了相对结构参数,如主子结构质量比、主子结构刚度比对PMSCSS位移及加速度响应控制效果的影响。研究结果表明,与传统普通巨型框架结构体系相比,PMSCSS在随机脉动风荷载激励下主结构的位移响应控制率可达61.5%~67%,子结构位移响应控制率可达53.9%~58.4%,子结构加速度响应控制率可达45.2%~57.5%;在随机地震荷载激励下主、子结构的位移响应控制率分别可达70%和34%,其相应的加速度控制率为50%和56%,以上数据充分说明了PMSCSS在控制位移、加速度响应方面具有显著效果。
Tokyo City Hall′s mega-frame is conventional;our particular PMSCSS(Passive mega-sub controlled structural system),retaining its configuration,makes certain design changes so as to improve its control performance.In the full paper,we explain in detail our design changes and their effectiveness;in this abstract,we just add some pertinent remarks to listing the two topics of explanation:(1) the analysis of the dynamics of the particular PMSCSS and(2) the effectiveness of response control of the particular PMSCSS under random wind loading and seismic excitation;in topic 1,most of eqs.(1) through(15) are taken from the open literature but eqs.(6),(8),(13) and(15) are derived by us in accordance with mature engineering theory;in topic 1,eq.(1) is necessitated by the introduction of damper into our design;still in topic 1,eq.(1) considers substructure as possessing many degrees of freedom instead of a single degree of freedom assumed in Feng′s PMSCSS;in topic 2,we give the results of displacement response control in Figs.4(a),5(a) and 6(a) in the full paper and those of acceleration response control in Figs.4(b),5(b),6(b) and 7;also in topic 2,the above-mentioned results show preliminarily that,as compared with the conventional mega-frame,under wind loading,the displacement and acceleration response control ratios of the top submass of the particular PMSCSS can achieve 53.9%~58.4% and 45.2%~57.5%,respectively and the displacement response control ratio of the top megamass of the particular PMSCSS can achieve 61.5%~67%;still in topic 2,the above-mentioned results show preliminarily that,under seismic excitation,the response control effectiveness ratios of the displacement response of the top megamass and top submass in the particular PMSCSS are approximately 70% and 34%,respectively and the corresponding values for the acceleration response are 50% and 56%.
Tokyo City Hall′s mega-frame is conventional;our particular PMSCSS(Passive mega-sub controlled structural system),retaining its configuration,makes certain design changes so as to improve its control performance.In the full paper,we explain in detail our design changes and their effectiveness;in this abstract,we just add some pertinent remarks to listing the two topics of explanation:(1) the analysis of the dynamics of the particular PMSCSS and(2) the effectiveness of response control of the particular PMSCSS under random wind loading and seismic excitation;in topic 1,most of eqs.(1) through(15) are taken from the open literature but eqs.(6),(8),(13) and(15) are derived by us in accordance with mature engineering theory;in topic 1,eq.(1) is necessitated by the introduction of damper into our design;still in topic 1,eq.(1) considers substructure as possessing many degrees of freedom instead of a single degree of freedom assumed in Feng′s PMSCSS;in topic 2,we give the results of displacement response control in Figs.4(a),5(a) and 6(a) in the full paper and those of acceleration response control in Figs.4(b),5(b),6(b) and 7;also in topic 2,the above-mentioned results show preliminarily that,as compared with the conventional mega-frame,under wind loading,the displacement and acceleration response control ratios of the top submass of the particular PMSCSS can achieve 53.9%~58.4% and 45.2%~57.5%,respectively and the displacement response control ratio of the top megamass of the particular PMSCSS can achieve 61.5%~67%;still in topic 2,the above-mentioned results show preliminarily that,under seismic excitation,the response control effectiveness ratios of the displacement response of the top megamass and top submass in the particular PMSCSS are approximately 70% and 34%,respectively and the corresponding values for the acceleration response are 50% and 56%.
引文
[1]Feng M Q,Mita A.Vibration Control of Tall Buildings Using Mega-Sub Configuration.ASCE Journal of EngineeringMechanics,1995,121(10):1082~1087
[2]Winston Chai,Feng M Q.Vibration Control of Super Tall Buildings Subjected to Wind Loads.Int J Non-Linear Mech-anics,1997,32(4):657~668
[3]方同.工程随机振动.北京:国防工业出版社,1995,243~244.
[4]Lan Zongjian,Wang Xinde.Multifunctional Vibration-Absorption RC Megaframe Structures and Their Responses.Earthquake Engineering and Structural Dynamic,2000,29:1239~1248
[2]Winston Chai,Feng M Q.Vibration Control of Super Tall Buildings Subjected to Wind Loads.Int J Non-Linear Mech-anics,1997,32(4):657~668
[3]方同.工程随机振动.北京:国防工业出版社,1995,243~244.
[4]Lan Zongjian,Wang Xinde.Multifunctional Vibration-Absorption RC Megaframe Structures and Their Responses.Earthquake Engineering and Structural Dynamic,2000,29:1239~1248
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