本文選題：框筒結(jié)構(gòu)　切入點：Perform3D　出處：《重慶大學》2014年碩士論文　論文類型：學位論文

【摘要】：在框架-核心筒結(jié)構(gòu)中，由于核心筒部分的剛度比框架部分的剛度大很多，框架部分小震彈性計算所得的剪力一般都較小，但因核心筒的彈性極限變形值比較小，在設(shè)防地震、罕遇地震作用下地震作用在核心筒和框架之間發(fā)生重分配，框架部分的地震剪力比小震時加大。因此，我國《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》（JGJ3-2010）和《高層建筑鋼-混凝土混合結(jié)構(gòu)設(shè)計規(guī)程》（CECS230:2008）對框架-核心筒中框架部分的最小地震剪力標準值的調(diào)整都作了相應的規(guī)定。現(xiàn)在國內(nèi)外做了很多關(guān)于框架-核心筒的研究，但是未見對于上述兩種框架地震剪力調(diào)整方法的對比，，因此本文通過框架-核心筒結(jié)構(gòu)算例模型的分析，對不同的調(diào)整方法進行了對比分析。 本文建立了型鋼混凝土框架-鋼筋混凝土核心筒結(jié)構(gòu)和鋼框架-鋼筋混凝土核心筒結(jié)構(gòu)的模型，分別用《高規(guī)》和《高混規(guī)》中給出的關(guān)于混合結(jié)構(gòu)中框架-核心筒結(jié)構(gòu)框架樓層地震剪力調(diào)整方法對結(jié)構(gòu)進行調(diào)整，采用PERFORM3D軟件對算例模型進行動力彈塑性分析和靜力推覆分析，考察了結(jié)構(gòu)在設(shè)防地震、罕遇地震下的抗震性能以及結(jié)構(gòu)的失效模式，從而對兩種調(diào)整方法的控制效果進行了對比分析。 通過本文的研究，初步得出以下結(jié)論： ①按CECS230：2008方法設(shè)計的外框內(nèi)力調(diào)整系數(shù)在上部樓層均較小，都在1.0附近，比JGJ3-2010方法小很多，在下部樓層調(diào)整系數(shù)較大，但比JGJ3-2010方法也要小。按CECS230：2008方法進行調(diào)整時，在結(jié)構(gòu)下部由于軸力也要進行調(diào)整，考慮地震作用組合的軸壓力比以前增大很多，框架柱尺寸相應增大，特別是高烈度區(qū)增大程度較大。 ②兩種框架地震剪力調(diào)整方法都能夠保證在設(shè)防地震、罕遇地震下框架部分的抗側(cè)力能力，能夠保證結(jié)構(gòu)合理的失效模式，確保了框架部分的二道防線作用。兩種調(diào)整方法設(shè)計的框架-核心筒結(jié)構(gòu)在設(shè)防地震、罕遇地震下的整體抗震性能差異較小。
[Abstract]:In frame-core tube structure, because the stiffness of the core tube is much larger than that of the frame, the shear force obtained from the elastic calculation of the frame part is generally smaller, but because the elastic limit deformation value of the core tube is relatively small, the earthquake is protected against the earthquake. The seismic action is redistributed between the core tube and the frame under the rare earthquake, and the seismic shear force of the frame part is stronger than that of the small earthquake. The Technical Specification for concrete structures of High-rise buildings in China (JGJ3-2010) and the Code for the Design of Steel-Concrete mixed structures in High-rise buildings (CECS 230: 2008) have all made corresponding regulations on the adjustment of the minimum seismic shear standard value of the frame part in the frame-core tube. And now there's been a lot of research at home and abroad on the frame-core tube, But there is no comparison between the two seismic shear adjustment methods mentioned above, so this paper makes a comparative analysis of the different adjustment methods through the analysis of the frame-core tube structure example model. In this paper, the models of SRC frame-reinforced concrete core tube structure and steel frame-reinforced concrete core tube structure are established. The seismic shear adjustment method for frame floor of frame-core tube structure in hybrid structure is presented in "High gauge" and "High mixing gauge", respectively. The dynamic elastic-plastic analysis and static push-over analysis of the example model are carried out by using PERFORM3D software. The seismic behavior of the structure under earthquake prevention and rare earthquakes and the failure mode of the structure are investigated. Thus, the control effect of the two adjustment methods is compared and analyzed. Through the research of this paper, we draw the following conclusions:. 1 the internal force adjustment coefficient of outer frame designed according to CECS230:2008 method is smaller than that of JGJ3-2010 method in the upper floor, which is smaller than that of JGJ3-2010 method, but smaller than that of JGJ3-2010 method. When the adjustment is made by CECS230:2008 method, the adjustment coefficient of outer frame is smaller than that of JGJ3-2010 method. Due to the adjustment of axial force in the lower part of the structure, the axial pressure of seismic combination is much larger than before, and the size of frame column increases accordingly, especially in the high intensity region. 2. The two methods of frame seismic shear adjustment can guarantee the lateral force resistance of the frame part under earthquake fortification and rare earthquake, and can guarantee the reasonable failure mode of the structure. The frame-core tube structure designed by the two adjustment methods has little difference in overall seismic performance under seismic fortification and rare earthquake.
【學位授予單位】：重慶大學
【學位級別】：碩士
【學位授予年份】：2014
【分類號】：TU973.31

【參考文獻】

相關(guān)期刊論文 前10條

1 尹之潛,趙直,楊淑文;建筑物易損性和地震損失與地震加速度譜值的關(guān)系(上)[J];地震工程與工程振動;2003年04期

2 周穎;于健;呂西林;盧文勝;;高層鋼框架-混凝土核心筒混合結(jié)構(gòu)振動臺試驗研究[J];地震工程與工程振動;2012年02期

3 黃宗明，白紹良，賴明;結(jié)構(gòu)地震反應時程分析中的阻尼問題評述[J];地震工程與工程振動;1996年02期

4 錢稼茹,羅文斌;靜力彈塑性分析——基于性能/位移抗震設(shè)計的分析工具[J];建筑結(jié)構(gòu);2000年06期

5 徐培福,薛彥濤,肖從真,王翠坤,孫慧中,徐自國,谷榮杰;高層型鋼混凝土框筒混合結(jié)構(gòu)抗震性能試驗研究[J];建筑結(jié)構(gòu);2005年05期

6 董慧君;趙作周;錢稼茹;史朋;蔣忠杰;;北京新保利大廈結(jié)構(gòu)模型振動臺試驗研究[J];建筑結(jié)構(gòu);2007年04期

7 韓小雷;陳學偉;林生逸;何偉球;鄭宜;吳培烽;毛貴牛;;基于纖維模型的超高層鋼筋混凝土結(jié)構(gòu)彈塑性時程分析[J];建筑結(jié)構(gòu);2010年02期

8 李英民,董銀峰,夏洪流,賴明;考慮頻率非平穩(wěn)特性的地震波ARMA模型仿真方法[J];重慶建筑大學學報;2000年S1期

9 周文峰,黃宗明,白紹良;約束混凝土幾種有代表性應力-應變模型及其比較[J];重慶建筑大學學報;2003年04期

10 扶長生;張小勇;鞠進;周立浪;;高層建筑合理性能目標的選取和實現(xiàn)[J];建筑結(jié)構(gòu);2011年S1期

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