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次框架加设支撑对巨型框架结构动力响应影响研究

发布时间:2018-04-25 17:41

  本文选题:巨型框架结构 + 中心支撑 ; 参考:《河北工程大学》2017年硕士论文


【摘要】:本文应用ANSYS有限元软件,对巨型框架结构进行结构仿真分析,并选取不同峰值的ELCENTRO波、Taft波和南京波进行加载,对在某巨型框架结构的次框架中设置不同形式支撑(X型中心支撑、K型偏心支撑和防屈曲支撑)后结构的动力响应进行了对比分析和研究,得出了该结构体系的相关动力反应特性,可为此类结构体系的设计提供参考依据。本文的主要研究结论如下:(1)对原结构模型、加设X型中心支撑、K型偏心支撑和防屈曲支撑等四个模型分别施加水平向ELCENTRO波、Taft波、南京波后,得出:结构的最大水平位移值随着地震加速度峰值的增大而增大,且最大水平位移均发生在结构的顶层。(2)在ELCENTRO波、Taft波和南京波加载下,当地震波加速度峰值为70cm/s2时,防屈曲支撑模型的最大位移值相对中心支撑模型和偏心支撑模型的位移值要大;当地震波加速度峰值为400cm/s2时,防屈曲支撑模型的最大位移值相对中心支撑模型和偏心支撑模型的位移值要小。当加速度峰值为70cm/s2时,防屈曲支撑模型相对中心支撑模型和偏心支撑模型降幅不明显,建议采用中心支撑,但当加速度峰值为400cm/s2时,加设防屈曲支撑和K形偏心支撑的巨型框架耗能明显优于加设X形中心支撑的巨型框架,仅从抗震设防考虑宜采用防屈曲支撑。(3)在不同的地震波作用下,巨型框架结构呈现出以剪切变形为主的侧移曲线,表现出巨型框架结构的变形特性。在加速度峰值为400cm/s2的地震波作用下,三种模型的1、2层巨型层部位的位移区别不大,3、4层巨型层部位的位移有明显差别。加设支撑模型位移明显小于原始结构模型。由此得知,加设支撑能够提高结构的侧移刚度。同时,本文选择在结构的位移最大的巨型层(3、4层)次框架加设支撑是正确的。
[Abstract]:In this paper, ANSYS finite element software is used to simulate and analyze the structure of mega-frame structures, and different peak ELCENTRO waves and Nanjing waves are selected for loading. In this paper, the dynamic response of a mega frame structure with different forms of braced central bracing (K eccentric bracing and buckle-resistant bracing) is compared and studied. The dynamic response characteristics of the structure system are obtained, which can provide reference for the design of this kind of structure system. The main conclusions of this paper are as follows: (1) for the original structure model, four models are added to the original structure model, namely, X-type center bracing eccentric bracing and buckle-resistant bracing, respectively applying horizontal ELCENTRO wave to Taft wave and Nanjing wave to the rear of Nanjing wave. It is concluded that the maximum horizontal displacement of the structure increases with the increase of the peak seismic acceleration, and the maximum horizontal displacement occurs at the top of the structure. The maximum horizontal displacement occurs under the loading of the ELCENTRO wave and the Nanjing wave. When the peak acceleration of the seismic wave is 70cm/s2, the maximum horizontal displacement of the structure increases with the increase of the peak value of the seismic acceleration. The maximum displacement of the buckling bracing model is larger than that of the central bracing model and the eccentric bracing model, and when the peak acceleration of seismic wave is 400cm/s2, The maximum displacement of buckling bracing model is smaller than that of central bracing model and eccentric bracing model. When the acceleration peak value is 70cm/s2, the decrease of buckling bracing model is not obvious compared with the center bracing model and the eccentric bracing model. It is suggested that the central bracing should be adopted, but when the acceleration peak value is 400cm/s2, The energy consumption of mega-frame with buckling braces and K-shaped eccentric braces is obviously superior to that of mega-frames with X-shaped central braces. The anti-buckling braces should be used only for seismic fortification under the action of different seismic waves. The mega-frame structure presents a lateral displacement curve dominated by shear deformation, showing the deformation characteristics of the mega-frame structure. Under the action of the seismic wave with the peak acceleration of 400cm/s2, the displacement of the mega layer of one or two layers of the three models is not different from that of the part of the mega layer of 3 or 4 layers. The displacement of the braced model is obviously smaller than that of the original structural model. Thus, the lateral stiffness of the structure can be improved by adding bracing. At the same time, it is correct for this paper to select the support for the subframe with the largest displacement of the structure.
【学位授予单位】:河北工程大学
【学位级别】:硕士
【学位授予年份】:2017
【分类号】:TU323.5;TU311.3

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