基于人—结构相互作用大跨楼盖振动响应及控制研究

发布时间：2018-06-21 09:55

本文选题：大跨 + 动力特性　；参考：《东南大学》2015年硕士论文

【摘要】：随着建筑结构的持续发展和高强轻质材料的广泛使用,结构逐步向大跨、轻质、柔性、低阻尼的趋势发展,人致振动问题日益突显,引起广泛关注,而大跨结构在人群荷载激励下的振动响应和控制研究还没有十分完善,国内对人-结构相互作用也鲜有涉及。结构上留驻或运动人群在增大结构质量、施加动力荷载的同时还作为具有刚度与阻尼特性的系统与结构存在耦合动力作用,因此研究人-结构相互作用对深入了解结构在人群作用下动力特性及动力响应变化规律具有深远的意义。本文基于国内外人-结构耦合作用的研究成果,从人体单自由度振动系统模型的建立及参数识别、人-结构耦合作用对结构动力特性影响、人-结构耦合作用对结构动力响应和TMD(调频质量阻尼器)振动控制影响以及南京禄口机场无行李长廊、北京奥运观景塔塔顶大跨度平台两个实际工程案例分析等四个方面研究人-结构耦合作用。本文主要研究内容和结论如下：1.设计并安装完成一个考虑人-结构耦合作用的低频试验楼板。该试验平台采用钢-混凝土组合楼板形式,尺寸为5米×8米。经理论设计计算及Sap2000有限元模型校核,试验构件满足承载力及正常使用要求；采取一系列方法加大面层质量,减小面层刚度作用,安装质量块及TMD使试验板具有较低频率；对试验板进行了Ansys有限元模拟分析并进行了现场模态测试分析,结果表明二者吻合较好,实测第一阶模态频率为4.638 Hz,阻尼比0.69%；2.进行了40人站姿与坐姿人体振动模型参数识别试验。通过单自由度简化动力模型模拟留驻人体,基于人体-结构两自由度耦合系统理论模型得到自由振动动力方程,通过模态测试得到单人留驻前后构件自振频率及阻尼比,代入方程得到人体振动基频及阻尼比,最终得到人体站姿下单自由度模型频率平均值为5.13Hz,阻尼比36.81%；坐姿下频率4.91Hz,阻尼比44.06%。最后进行了部分变量下的误差分析,结果表明本文得到的参数较为准确。3.进行了人-结构耦合作用对结构动力特性影响分析。分别建立人-结构两自由度耦合系统、人-梁多模态耦合系统、人-板无限自由度系统理论模型及人-结构有限元模型,利用本文得出的人体振动模型参数进行了参数分析,总结并分析了人-结构质量比、结构自身频率、人留驻位置等对结构动力特性的影响规律,创造性地提出了模态质量参与率的概念,以此更直观表明了耦合系统各阶模态的振动特性及结构和人振动参与情况。最后进行了低频及高频试验构件多人留驻下模态测试,发现随着留驻人数增加,低频构件频率降低很快,高频构件频率有所上升,阻尼均增大,验证了理论计算结果的准确性。4.进行了人-结构耦合作用对结构人群荷载作用下振动响应及MTMD控制影响分析。建立了人-结构-TMD及人-梁-TMD耦合系统,进行了人行荷载作用下理论计算,得到了考虑人-结构-TMD耦合作用时人群荷载共振频率及TMD优化参数的拟合公式,发现大部分情况下留驻人体可以减小结构振动响应、增强TMD的设计控制效果及鲁棒性。基于试验楼板进行了人留驻对结构振动能量及振动响应影响的对比试验,以此证实了留驻人体的耗能作用；对比人在刚性地面上及试验楼板上步行力的区别,发现人体在柔性结构上步行力将增大；对各试验工况进行了有限元计算,与实测结果吻合较好。5.对南京禄口机场无行李长廊、北京奥运观景塔塔顶大跨度平台进行了动力特性测试、减振装置安装前后人群步行荷载激励下的振动响应计算及测试；将测试结果与考虑人-结构相互作用及不考虑该影响情况下的结构振动响应的计算结果进行对比,结果说明,适当考虑人群与结构的耦合作用的计算结果与测试结果更接近。
[Abstract]:With the continuous development of the building structure and the widespread use of the high - strength lightweight materials , the structure of the structure is gradually increased to large - span , light - weight , flexible and low - damping trend .
adopting a series of methods to increase the quality of the surface layer , reducing the rigidity of the surface layer , mounting the mass block and TMD so that the test plate has a lower frequency ;
The results show that the first order modal frequency is 4.638 Hz and the damping ratio is 0.69 % .
2 . The vibration model parameters recognition test of 40 person standing posture and sitting posture is carried out . Based on the single degree of freedom simplified dynamic model simulation , the free vibration power equation is obtained through the theory model of the human body - structure two - degree - of - freedom coupling system , and the self - vibration frequency and damping ratio of the front and rear components are obtained through the modal test , the vibration frequency and damping ratio of the human body are obtained through the mode test , the frequency average value of the single - freedom degree model of the human body is obtained as 5.13Hz , and the damping ratio 36.81 % ;
In this paper , the influence of human - structure coupling on the dynamic characteristics of the structure is analyzed by means of the theory model of the human - structure - structure - TMD and the human - beam - TMD coupling system .
Compared with the walking force on rigid ground and on the test floor , the walking force of the human body on the flexible structure will be increased .
Finite element calculation is carried out for each test working condition , which is in good agreement with the measured results . 5 . Dynamic characteristics test is carried out on the large - span platform of Nanjing Lukou Airport without baggage corridor . The vibration response calculation and test under the excitation of the pedestrian load of the crowd before and after the installation of the vibration damping device are carried out ;
The results of the test are compared with the results of the structural vibration response considering the interaction of the human - structure interaction and the structure vibration response without considering the influence , and the results show that the calculation results of the coupling effect of the population and the structure are considered to be closer to the test results .
【学位授予单位】：东南大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU311.3

【参考文献】