基于TMD的大跨度懸索橋時域抖振控制研究
發(fā)布時間：2018-11-27 20:42
【摘要】：隨著現(xiàn)代交通工程對跨線結(jié)構(gòu)設(shè)計要求的不斷提高,新建橋梁逐漸向大跨、纖細、輕柔的特點發(fā)展,作為跨越能力相對較強的懸索橋體系,自然風(fēng)下主梁的抖振問題隨之凸顯,結(jié)構(gòu)在長周期下的疲勞振動將大大縮短其正常服役年限。因此,對大跨度懸索橋風(fēng)致抖振控制措施進行系統(tǒng)研究顯得十分必要。當(dāng)前針對結(jié)構(gòu)制振問題的研究已存在多種控制方法,而調(diào)諧質(zhì)量阻尼器(Tuned Mass Damper,簡稱TMD)是運用于橋梁上最為廣泛的機械減振被動控制手段之一。本文以國內(nèi)某大跨度懸索橋為工程背景,采用數(shù)值模擬的方式研究了該橋在脈動風(fēng)下的主梁橫向及豎向時域抖振響應(yīng),結(jié)合TMD減振原理后,對主梁節(jié)點的振動位移及加速度等關(guān)鍵指標(biāo)進行了控制。通過研究工作主要得出以下結(jié)論:1、采用喬列斯基分解法獲得自然風(fēng)的隨機樣本,通過ANSYS二次開發(fā)語言(APDL)實現(xiàn)了脈動風(fēng)荷載(抖振力)向橋梁結(jié)構(gòu)的輸入及求解。對比結(jié)構(gòu)自振特性及時域抖振模擬結(jié)果后發(fā)現(xiàn),主梁的隨機振動形態(tài)以基階橫彎及豎彎模態(tài)占主導(dǎo),針對本橋的TMD參數(shù)設(shè)計應(yīng)基于最大頻響值下的發(fā)振頻率。2、采用ANSYS自帶單元聯(lián)合模擬了線性減振TMD裝置,結(jié)合被控結(jié)構(gòu)在時域下的抖振均方根分布(RMS)及頻域下的幅值譜響應(yīng),對STMD(Single Tuned Mass Dampers)的設(shè)計參數(shù)進行了初步確定,采用正交試驗方法對各參數(shù)的敏感性進行了分析,研究表明,STMD減振效果不隨質(zhì)量及剛度的改變單調(diào)變化,阻尼系數(shù)的增大有利于結(jié)構(gòu)減振性能的提高。3、由于本橋固有頻率較低,在進行TMD控制時提取了 TMD節(jié)點及對應(yīng)主梁節(jié)點的相對位移時程,結(jié)合彈簧減振原理后發(fā)現(xiàn)本橋TMD存在過大初始靜位移且與自身質(zhì)量無關(guān),本文借鑒實際工程下減振彈簧的預(yù)壓技術(shù)解決了數(shù)值模擬中豎彎振動在控制初期振幅過大的問題。4、調(diào)整STMD的頻率參數(shù)對橋梁進行了前兩階模態(tài)的調(diào)諧控制,研究發(fā)現(xiàn)豎向振動控制在同時考慮前兩階模態(tài)振型的參與時較橫向制振效果更為明顯。因此,實際工程應(yīng)用中STMD的設(shè)計應(yīng)基于被控結(jié)構(gòu)的激振頻率及對應(yīng)頻響程度來進行參數(shù)的確立。5、采用MTMD(Multiple Tuned Mass Dampers)對本橋進行了減振控制模擬,通過對減振裝置自身參數(shù)及主梁結(jié)構(gòu)固有頻率的偏移調(diào)整發(fā)現(xiàn),作者針對本橋提出的MTMD參數(shù)取值具有一定程度的結(jié)構(gòu)老化適應(yīng)性,其設(shè)計頻帶寬可適用于該橋的長周期服役。
[Abstract]:With the increasing demands of modern traffic engineering on the design of cross-line structure, the newly built bridges are gradually developing to the characteristics of long span, slender and soft. As a suspension bridge system with relatively strong span ability, the buffeting problem of the main girder under natural wind becomes prominent. The fatigue vibration of the structure under long period will greatly shorten its normal service life. Therefore, it is necessary to study the wind-induced buffeting control measures of long-span suspension bridge. At present, there are many control methods for vibration control of structures, and tuned mass damper (Tuned Mass Damper,) is one of the most widely used passive control methods of mechanical vibration reduction in bridges. In this paper, the transverse and vertical time domain buffeting responses of the main beam of a large span suspension bridge under pulsating wind are studied by numerical simulation based on the engineering background of a large span suspension bridge in China. After combining with the principle of TMD vibration reduction, The key indexes such as vibration displacement and acceleration are controlled. The main conclusions are as follows: 1. By using Cholesky decomposition method, the random samples of natural wind are obtained, and the input and solution of pulsating wind load (buffeting force) to bridge structure are realized by ANSYS secondary development language (APDL). By comparing the natural vibration characteristics of the structure and the time domain buffeting simulation results, it is found that the random vibration patterns of the main beam are dominated by the fundamental transverse bending and vertical bending modes. The design of TMD parameters of the bridge should be based on the frequency of the maximum frequency response. 2. The linear damping TMD device is simulated by ANSYS self-contained unit. The design parameters of STMD (Single Tuned Mass Dampers) are preliminarily determined by combining the buffeting RMS distribution (RMS) of the controlled structure in time domain and the amplitude spectrum response in frequency domain. The sensitivity of each parameter is analyzed by orthogonal test. The results show that the damping effect of STMD does not change monotonously with the change of mass and stiffness, and the increase of damping coefficient is beneficial to the improvement of the damping performance of the structure. Because of the low natural frequency of the bridge, the relative displacement time history of the TMD node and the corresponding main beam joint is extracted during the TMD control. Combined with the principle of spring vibration absorption, it is found that the TMD of the bridge has excessive initial static displacement and is independent of its own mass. In this paper, the problem of excessive amplitude of vertical and flexural vibration in numerical simulation is solved by using the preloading technique of damping spring in practical engineering. 4. The first two modes of bridge are tuned by adjusting the frequency parameters of STMD. It is found that the vertical vibration control is more effective than the transverse vibration control when the first two modes are taken into account simultaneously. Therefore, in practical engineering application, the design of STMD should be based on the excitation frequency and the corresponding frequency response degree of the controlled structure to establish the parameters. 5. The vibration control simulation of the bridge is carried out by using MTMD (Multiple Tuned Mass Dampers). Through the offset adjustment of the vibration absorber's own parameters and the natural frequency of the main beam structure, it is found that the MTMD parameter values proposed by the author have a certain degree of structural aging adaptability, and its design frequency bandwidth can be applied to the long period service of the bridge.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：U441.3;U448.25
本文編號：2361980
[Abstract]:With the increasing demands of modern traffic engineering on the design of cross-line structure, the newly built bridges are gradually developing to the characteristics of long span, slender and soft. As a suspension bridge system with relatively strong span ability, the buffeting problem of the main girder under natural wind becomes prominent. The fatigue vibration of the structure under long period will greatly shorten its normal service life. Therefore, it is necessary to study the wind-induced buffeting control measures of long-span suspension bridge. At present, there are many control methods for vibration control of structures, and tuned mass damper (Tuned Mass Damper,) is one of the most widely used passive control methods of mechanical vibration reduction in bridges. In this paper, the transverse and vertical time domain buffeting responses of the main beam of a large span suspension bridge under pulsating wind are studied by numerical simulation based on the engineering background of a large span suspension bridge in China. After combining with the principle of TMD vibration reduction, The key indexes such as vibration displacement and acceleration are controlled. The main conclusions are as follows: 1. By using Cholesky decomposition method, the random samples of natural wind are obtained, and the input and solution of pulsating wind load (buffeting force) to bridge structure are realized by ANSYS secondary development language (APDL). By comparing the natural vibration characteristics of the structure and the time domain buffeting simulation results, it is found that the random vibration patterns of the main beam are dominated by the fundamental transverse bending and vertical bending modes. The design of TMD parameters of the bridge should be based on the frequency of the maximum frequency response. 2. The linear damping TMD device is simulated by ANSYS self-contained unit. The design parameters of STMD (Single Tuned Mass Dampers) are preliminarily determined by combining the buffeting RMS distribution (RMS) of the controlled structure in time domain and the amplitude spectrum response in frequency domain. The sensitivity of each parameter is analyzed by orthogonal test. The results show that the damping effect of STMD does not change monotonously with the change of mass and stiffness, and the increase of damping coefficient is beneficial to the improvement of the damping performance of the structure. Because of the low natural frequency of the bridge, the relative displacement time history of the TMD node and the corresponding main beam joint is extracted during the TMD control. Combined with the principle of spring vibration absorption, it is found that the TMD of the bridge has excessive initial static displacement and is independent of its own mass. In this paper, the problem of excessive amplitude of vertical and flexural vibration in numerical simulation is solved by using the preloading technique of damping spring in practical engineering. 4. The first two modes of bridge are tuned by adjusting the frequency parameters of STMD. It is found that the vertical vibration control is more effective than the transverse vibration control when the first two modes are taken into account simultaneously. Therefore, in practical engineering application, the design of STMD should be based on the excitation frequency and the corresponding frequency response degree of the controlled structure to establish the parameters. 5. The vibration control simulation of the bridge is carried out by using MTMD (Multiple Tuned Mass Dampers). Through the offset adjustment of the vibration absorber's own parameters and the natural frequency of the main beam structure, it is found that the MTMD parameter values proposed by the author have a certain degree of structural aging adaptability, and its design frequency bandwidth can be applied to the long period service of the bridge.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：U441.3;U448.25
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