發(fā)布時(shí)間：2018-05-11 16:36

  本文選題：摩擦滑移 + 基礎(chǔ)隔震　； 參考：《西安建筑科技大學(xué)》2013年碩士論文

【摘要】：滑移隔震技術(shù)是減小地震對(duì)上部結(jié)構(gòu)影響的主要隔震方法之一，隔震效果較好，但目前對(duì)其隔震性能的研究尚有一些欠缺。因此，本文設(shè)計(jì)了一個(gè)2跨5層的滑移隔震框架計(jì)算模型結(jié)構(gòu)，設(shè)計(jì)制作了與之對(duì)應(yīng)的縮尺試驗(yàn)?zāi)Ｐ徒Y(jié)構(gòu)，并以SAP2000有限元分析為基礎(chǔ)，，研究了滑移隔震框架結(jié)構(gòu)的隔震性能。主要工作和研究?jī)?nèi)容如下： （1）為研究結(jié)構(gòu)質(zhì)量對(duì)結(jié)構(gòu)振動(dòng)特性、樓層層間剪力和柱子底部壓力等參數(shù)的影響，以準(zhǔn)確建立框架結(jié)構(gòu)的動(dòng)力計(jì)算模型，文中設(shè)計(jì)了一個(gè)2跨5層的滑移隔震框架計(jì)算模型結(jié)構(gòu)，并建立了相應(yīng)的SAP2000有限元分析模型。通過(guò)采用軟件中定義的框架結(jié)構(gòu)質(zhì)量源4種計(jì)算方法的分析比較，探討了該模型結(jié)構(gòu)的自振周期、樓層層間剪力和柱子底部壓力的變化情況，為進(jìn)一步分析提供了依據(jù)。 （2）為研究摩擦擺基礎(chǔ)滑移隔震框架結(jié)構(gòu)的隔震性能，以上述隔震框架計(jì)算模型和相應(yīng)抗震結(jié)構(gòu)模型為研究對(duì)象，采用有限元軟件SAP2000進(jìn)行建模、工況定義、模型計(jì)算分析和數(shù)據(jù)提取等，分析了基礎(chǔ)滑移隔震結(jié)構(gòu)和相應(yīng)抗震結(jié)構(gòu)在地震作用下的自振周期、樓層最大加速度響應(yīng)、層間位移和層間剪力等，比較了2種模型結(jié)構(gòu)的地震響應(yīng)，探討了摩擦擺的隔震效果。結(jié)果表明，通過(guò)合理設(shè)置摩擦擺的性能參數(shù)，滑移隔震框架結(jié)構(gòu)的減震效果比較明顯，能夠顯著降低結(jié)構(gòu)的加速度響應(yīng)、層間位移和層間剪力等，其中加速度響應(yīng)的減震效果達(dá)到了90%。 （3）為研究摩擦滑移隔震板隔震層剛度對(duì)基礎(chǔ)隔震框架結(jié)構(gòu)計(jì)算模型隔震性能的影響，尋求滑移隔震層的合理剛度，根據(jù)摩擦滑移隔震板試驗(yàn)得到的摩擦滑移特性，采用SAP2000軟件進(jìn)行建模和分析，比較了隔震層上部設(shè)置剛性底板和柱根直接設(shè)置隔震支座2種情況的隔震效果。結(jié)果表明，設(shè)置剛性底板隔震框架結(jié)構(gòu)隔震層的剛度易于控制，并且能夠有效控制基底的最大滑移量。當(dāng)計(jì)算模型結(jié)構(gòu)隔震層剛度為2000kN/m左右時(shí)，隔震效果較好，可顯著降低框架結(jié)構(gòu)的層間位移、層間剪力和加速度響應(yīng)等，一般情況下可降低70%。 （4）采用一致相似率，進(jìn)行上述隔震框架計(jì)算模型結(jié)構(gòu)的模擬地震振動(dòng)臺(tái)試驗(yàn)?zāi)Ｐ徒Y(jié)構(gòu)設(shè)計(jì)，介紹了模型設(shè)計(jì)的基本過(guò)程。采用雙層底盤(pán)設(shè)計(jì)方法，進(jìn)行了試驗(yàn)?zāi)Ｐ徒Y(jié)構(gòu)配筋面積等效和模型結(jié)構(gòu)人工質(zhì)量等效計(jì)算等。結(jié)果表明，人工質(zhì)量塊設(shè)置在7-8t范圍內(nèi)比較合理，以此求出的模型相似關(guān)系比較恰當(dāng)，便于實(shí)現(xiàn)，其中加速度相似系數(shù)在2-3之間，能夠較好地減小試驗(yàn)?zāi)Ｐ徒Y(jié)構(gòu)的重力失真效應(yīng)，減小噪聲影響和試驗(yàn)誤差，較好地反映計(jì)算模型結(jié)構(gòu)的地震響應(yīng)特性。此外，試驗(yàn)?zāi)Ｐ徒Y(jié)構(gòu)隔震層剛度宜取250kN/m-500kN/m，此時(shí)隔震結(jié)構(gòu)的自振周期為抗震結(jié)構(gòu)的2-3倍。
[Abstract]:Sliding isolation technology is one of the main isolation methods to reduce the impact of earthquake on the upper structure, and the effect of isolation is good, but there are still some deficiencies in the study of its seismic isolation performance. Therefore, this paper designs a model structure of 2 span and 5 story sliding isolation frame, and designs and produces a scale test model corresponding to it, and SAP200 0 based on the finite element analysis, the isolation performance of the sliding isolation frame structure is studied. The main work and research contents are as follows:
(1) in order to study the influence of structural quality on structural vibration characteristics, floor interlayer shear and column bottom pressure and so on, the dynamic calculation model of frame structure is established accurately. In this paper, a calculation model structure of sliding isolation frame with 2 span and 5 layers is designed, and the corresponding SAP2000 finite element analysis model is established. The analysis and comparison of the 4 calculation methods of the frame structure quality source have been made to discuss the self vibration period of the structure, the shear force of the floor and the pressure of the bottom of the column, which provide the basis for further analysis.
(2) in order to study the seismic isolation performance of the sliding base sliding isolation frame structure, taking the above seismic isolation frame calculation model and the corresponding seismic structure model as the research object, the finite element software SAP2000 is used to model the model, the working condition definition, the model calculation analysis and the data extraction, and the basic sliding isolation structure and the corresponding seismic structure are analyzed in the earthquake. The seismic response of the 2 model structures is compared and the seismic response of the friction pendulum is discussed. The results show that the damping effect of the sliding isolation frame structure is obvious and the structure can be significantly reduced by the reasonable setting of the performance parameters of the friction pendulum. Velocity response, interlayer displacement and interlaminar shear force, and so on, the acceleration response has a 90%. reduction effect.
(3) in order to study the influence of the stiffness of the seismic isolation plate isolation layer on the seismic isolation performance of the base isolation frame structure, the rational stiffness of the sliding isolation layer is sought and the friction slip characteristics obtained by the friction sliding isolation plate test are modeled and analyzed by SAP2000 software, and the rigid floor and column root are set up in the upper part of the isolation layer. The results show that the stiffness of the seismic isolation layer with rigid base isolation frame is easy to control and can effectively control the maximum slip of the base. When the stiffness of the model structure is about 2000kN/m, the seismic isolation effect is better and the interlayer displacement of the frame structure can be significantly reduced. Interlaminar shear and acceleration responses can generally reduce 70%.
(4) the structure design of the simulated seismic shaking table model is designed with the same similarity rate, and the basic process of the model design is introduced. Using the double deck chassis design method, the equivalent reinforcement area of the experimental model and the artificial mass equivalent calculation of the model structure are carried out. The results show that the artificial mass is the artificial mass. The block setting is more reasonable in the range of 7-8t, and the model similarity relation is more appropriate and easy to be realized. The acceleration similarity coefficient is between 2-3, which can reduce the gravity distortion effect of the model structure well, reduce the noise influence and test error, and better reflect the seismic response characteristic of the model structure. In addition, try to test the seismic response characteristics of the model structure. The stiffness of the isolation layer is 250kN/m-500kN/m, and the natural vibration period of the isolation structure is 2-3 times that of the seismic structure.

【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2013
【分類(lèi)號(hào)】：TU352.12;TU375.4

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