西安建筑科技大学学报(自然科学版)

新型变阻尼式TMD的力学性能试验研究

(1.西安建筑科技大学土木工程学院, 陕西西安 710055; 2.青海省高原绿色建筑与生态社区重点实验室, 青海西宁 810008)

关键词：变阻尼式TMD; 力学性能试验; 遗传算法; Simulink仿真; 减震效果

Mechanical performance test and parameter optimization of a new variable damping TMD

ZHAO Xiang¹, GAO Yongmiao¹, ZHOU Tiegang¹, LI Wanqin², DING Yijie¹

(1.School of Civil Engineering, Xi'an Univ. of Arch. & Tech., Xi'an 710055, China; 2.The Key Lab of Plateau Building and Eco-community in Qinghai, Xining 810008, China)

Keywords： variable damping TMD; mechanical test; genetic algorithm; Simulink simulation; damping effect

DOI: 10.15986/j.1006-7930.2020.06.004

备注

摘要

全文

图/表

参考文献

研发了一种新型变阻尼式TMD,阐述了它的构造设计及工作原理,通过对其进行的力学性能试验,研究了与该减震装置组成成分相关的三个参数(质量、刚度和液体黏度)变化时对其力学性能的影响.试验结果表明:当该减震装置组成部分相应的刚度、质量和液体黏度增大时,该减震装置对结构施加的等效阻尼力也随之增大,而且其在大震时对结构的减振效果更好.接着利用遗传算法,对该减震装置的阻尼系数,频率比,限制位移(相对结构的最大许可位移)等参数进行了优化分析,并得出了它们的最优取值.最后,为了研究该变阻尼式TMD对结构的减震效果,利用Simulink工具对未安装和安装该变阻尼式TMD的弹性单自由度结构进行了仿真分析; 仿真结果表明:该变阻尼式TMD能够很好的控制结构的加速度和位移响应,且随着地震动幅值的增大,它的减震效果也逐渐增大,这与力学性能试验的结果较好吻合.

In this paper, a new type of variable damp TMD is developed. Its structure design and working principle are described. Through mechanical properties test, the effects of three parameters(mass, stiffness and liquid viscosity)related to the components of the damping device on its mechanical properties are studied. Test results show that when the corresponding stiffness, mass and liquid viscosity of the components of the damping device increase, the equivalent damping force exerted by the damping device on the structure will also increase, and the effect of the damping device on the structure will be better in large earthquakes. Then, the parameters such as damping coefficient, frequency ratio and limited displacement(maximum allowable displacement relative to the structure)of the damping device are optimized and analyzed by genetic algorithm, and their optimal values are obtained. Finally, in order to study the effect of the variable damp TMD on the structure, Simulink tool is used to simulate and analyze the elastic single-degree-of-freedom structure which is not installed or installed with the variable damp TMD. Tesults show that the variable damp TMD can control the acceleration and displacement response of the structure well, and with the increase of the amplitude of the ground motion, its damping effect increases gradually, which is in good agreement with the results of the mechanical properties test.

引言
1 变阻尼式TMD的设计
2 变阻尼式TMD的力学性能试验
3 基于遗传算法的变阻尼式TMD控制体系的参数优化
4 变阻尼式TMD控制体系Simulink仿真模拟分析
5 结论

图1 变阻尼式TMD结构示意图<br/>Fig.1 Schematic diagram of TMD

图1 变阻尼式TMD结构示意图
Fig.1 Schematic diagram of TMD

图2 腔体示意图<br/>Fig.2 Schematic picture of Cavity

图2 腔体示意图
Fig.2 Schematic picture of Cavity

图3 间隙中的微元体<br/>Fig.3 Microelement in the gap

图3 间隙中的微元体
Fig.3 Microelement in the gap

图4 变阻尼式TMD系统减震原理图<br/>Fig.4 Variable damping TMD system damping principle diagram

图4 变阻尼式TMD系统减震原理图
Fig.4 Variable damping TMD system damping principle diagram

表1 阻尼器各参数组合表<br/>Tab.1 Damper parameters

表1 阻尼器各参数组合表
Tab.1 Damper parameters

图5 新型变阻尼式TMD性能试验图<br/>Fig.5 The new variable damping TMD performance test diagram

图5 新型变阻尼式TMD性能试验图
Fig.5 The new variable damping TMD performance test diagram

表2 TMD装置的自振频率和阻尼比<br/>Tab.2 The vibration frequency and damping ratio of the TMD device

表2 TMD装置的自振频率和阻尼比
Tab.2 The vibration frequency and damping ratio of the TMD device

图6 编号为S4的变阻尼式TMD的等效阻尼力时程曲线<br/>Fig.6 The equivalent damping force time history curve of the TMD S4

图6 编号为S4的变阻尼式TMD的等效阻尼力时程曲线
Fig.6 The equivalent damping force time history curve of the TMD S4

图7 变阻尼式TMD等效阻尼力随地震加速度峰值变化图<br/>Fig.7 TMD Equivalent Damping Force with Earthquake Acceleration Peak Change Diagra

图7 变阻尼式TMD等效阻尼力随地震加速度峰值变化图
Fig.7 TMD Equivalent Damping Force with Earthquake Acceleration Peak Change Diagra

图8 计算分析模型图<br/>Fig.8 Computational analysis model diagram

图8 计算分析模型图
Fig.8 Computational analysis model diagram

表3 变阻尼式TMD优化结果<br/>Tab.3 Optimization results of variable damping TMD

表3 变阻尼式TMD优化结果
Tab.3 Optimization results of variable damping TMD

表4 传统TMD优化结果<br/>Tab.4 Optimization results of traditional TMD

表4 传统TMD优化结果
Tab.4 Optimization results of traditional TMD

图9 遗传算法迭代图<br/>Fig.9 Genetic algorithm iterative graph

图9 遗传算法迭代图
Fig.9 Genetic algorithm iterative graph

图10 两种TMD优化结果对比图<br/>Fig.10 Comparison of optimization results between traditional TMD and variable damping TMD

图10 两种TMD优化结果对比图
Fig.10 Comparison of optimization results between traditional TMD and variable damping TMD

图11 限制位移与优化效果图<br/>Fig.11 Limit displacement and optimization effect diagram

图11 限制位移与优化效果图
Fig.11 Limit displacement and optimization effect diagram

图12 Simulink模型图<br/>Fig.12 The main model of the SDOF damping system

图12 Simulink模型图
Fig.12 The main model of the SDOF damping system

图13 0.4 g地震作用下结构的响应曲线<br/>Fig.13 Response curve of structure under the effect of the 0.4 g earthquake

图13 0.4 g地震作用下结构的响应曲线
Fig.13 Response curve of structure under the effect of the 0.4 g earthquake

图14 响应峰值曲线图<br/>Fig.14 Comparison of displacement and acceleration amplitude under seismic response

图14 响应峰值曲线图
Fig.14 Comparison of displacement and acceleration amplitude under seismic response

图15 0.4 g作用下能量平衡示意图<br/>Fig.15 Structural energy balance diagram under 0.4 g EI-Centro wave

图15 0.4 g作用下能量平衡示意图
Fig.15 Structural energy balance diagram under 0.4 g EI-Centro wave

表5 不同幅值下位移减震效果(m)<br/>Tab.5 Displacement damping effect under different amplitudes/m

表5 不同幅值下位移减震效果(m)
Tab.5 Displacement damping effect under different amplitudes/m

表6 不同幅值下加速度减震效果(m/s2)<br/>Tab.6 Acceleration damping effect under different amplitudes(m/s2)

表6 不同幅值下加速度减震效果(m/s2)
Tab.6 Acceleration damping effect under different amplitudes(m/s2)

[1] 李晓玮,施卫星. 人行天桥 MTMD 减振控制的鲁棒性研究[J]. 结构工程师,2012, 28(4): 7 -12.
[2]MCNAMARA R J. Tuned mass dampers for building[J]. Journal of Structural Engineering, ASCE, 1977, 103(9): 1785-1798.
[3]GU M, XIANG H. Optimization of TMD for suppressing buffeting response of long-span bridges[J].Journal of Wind Engineering & Industrial Aerodynamics, 1992, 42(1-3):1383-1392.
[4]WIRSCHING P H, YAO J T P. Safety design concepts for seismic structures[J]. Computers & Structures, 1973, 3(4):809-826.
[5]DONG R G. Vibration-absorber effect under seismic excitation[J]. Journal of the Structural Division, 1976, 102(10): 2021-2031.
[6]OHNO S, WATARI A, SANO I. Optimum tuning of the dynamic damper to control response of structures to earthquake ground motion[C]//Proc.6th World Conf.on Earthq.Eng.India: New Delli:[s.n.],1977, 3: 157-161.
[7]JAGADISH K S, PRASAD B K R, RAO P V. The inelastic vibration absorber subjected to earthquake ground motions[J].Earthquake Engineering & Structural Dynamics, 1979, 7(4):317-326.
[8]薛建阳,翟磊,闫春生.高层转运站结构的动力分析及振动控制研究[J].西安建筑科技大学学报(自然科学版),2015,47(4):477-481.
[9]袁俊,王虎长,胡建民,等.1 000 kV 大跨越输电线路钢管塔风振响应及振动控制研究[J].西安建筑科技大学学报(自然科学版),2014,46(3):360-366.
[10]成祎民,尚鹏,闫春生,等.多层转运站结构的振动控制与加固分析[J].西安建筑科技大学学报(自然科学版),2015,47(1):82-86.
[11]DEN Hartog J P. Mechanical vibrations[M].4th ed. NY: Mc Graw Hill, 1956.
[12]WARBURTON G B. Optimum absorber parameters for various combinations of response and excitation parameters [J]. Earthquake Engineering & Structural Dynamics, 1982, 10(3):381-401.
[13]ROBERSON R E. Synthesis of a non-linear dynamic vibration absorber [J]. Journal of Franklin Institute, 1952, 254(3):205-220.
[14]李春祥. 多重调谐质量阻尼器最优动力特性的趋势[J]. 上海交通大学学报, 2002, 36(11):1652-1655.
[15]刘纲,杨溥,彭闯. 基于多目标遗传算法的阻尼器抗震加固方案研究[J]. 建筑结构学报, 2016, 37(S1): 55-61.

pdf格式下载

+分享

期刊信息

西安建筑科技大学学报(自然科学版)
（1957年创刊双月刊）

主管单位：陕西省教育厅

主办单位：西安建筑科技大学

主　　编：刘加平（院士）

副主编：史庆轩（常务）张引科张小龙

国内刊号：CN61-1295/TU

I S S N：1006-7930

地　　址：西安市雁塔路中段13号

国内发行：西安建筑科技大学学报编辑部

国外发行：中国出版对外贸易总公司

编辑出版：西安建筑科技大学学报编辑部

备注

引言

1 变阻尼式TMD的设计

2 变阻尼式TMD的力学性能试验

3 基于遗传算法的变阻尼式TMD控制体系的参数优化

4 变阻尼式TMD控制体系Simulink仿真模拟分析

5 结论

期刊信息