本文選題：巨型框架結(jié)構(gòu) + 中心支撐��； 參考：《河北工程大學(xué)》2017年碩士論文

【摘要】：本文應(yīng)用ANSYS有限元軟件,對(duì)巨型框架結(jié)構(gòu)進(jìn)行結(jié)構(gòu)仿真分析,并選取不同峰值的ELCENTRO波、Taft波和南京波進(jìn)行加載,對(duì)在某巨型框架結(jié)構(gòu)的次框架中設(shè)置不同形式支撐(X型中心支撐、K型偏心支撐和防屈曲支撐)后結(jié)構(gòu)的動(dòng)力響應(yīng)進(jìn)行了對(duì)比分析和研究,得出了該結(jié)構(gòu)體系的相關(guān)動(dòng)力反應(yīng)特性,可為此類結(jié)構(gòu)體系的設(shè)計(jì)提供參考依據(jù)。本文的主要研究結(jié)論如下:(1)對(duì)原結(jié)構(gòu)模型、加設(shè)X型中心支撐、K型偏心支撐和防屈曲支撐等四個(gè)模型分別施加水平向ELCENTRO波、Taft波、南京波后,得出:結(jié)構(gòu)的最大水平位移值隨著地震加速度峰值的增大而增大,且最大水平位移均發(fā)生在結(jié)構(gòu)的頂層。(2)在ELCENTRO波、Taft波和南京波加載下,當(dāng)?shù)卣鸩铀俣确逯禐?0cm/s2時(shí),防屈曲支撐模型的最大位移值相對(duì)中心支撐模型和偏心支撐模型的位移值要大;當(dāng)?shù)卣鸩铀俣确逯禐?00cm/s2時(shí),防屈曲支撐模型的最大位移值相對(duì)中心支撐模型和偏心支撐模型的位移值要小。當(dāng)加速度峰值為70cm/s2時(shí),防屈曲支撐模型相對(duì)中心支撐模型和偏心支撐模型降幅不明顯,建議采用中心支撐,但當(dāng)加速度峰值為400cm/s2時(shí),加設(shè)防屈曲支撐和K形偏心支撐的巨型框架耗能明顯優(yōu)于加設(shè)X形中心支撐的巨型框架,僅從抗震設(shè)防考慮宜采用防屈曲支撐。(3)在不同的地震波作用下,巨型框架結(jié)構(gòu)呈現(xiàn)出以剪切變形為主的側(cè)移曲線,表現(xiàn)出巨型框架結(jié)構(gòu)的變形特性。在加速度峰值為400cm/s2的地震波作用下,三種模型的1、2層巨型層部位的位移區(qū)別不大,3、4層巨型層部位的位移有明顯差別。加設(shè)支撐模型位移明顯小于原始結(jié)構(gòu)模型。由此得知,加設(shè)支撐能夠提高結(jié)構(gòu)的側(cè)移剛度。同時(shí),本文選擇在結(jié)構(gòu)的位移最大的巨型層(3、4層)次框架加設(shè)支撐是正確的。
[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.
【學(xué)位授予單位】：河北工程大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU323.5;TU311.3

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