【摘要】：隨著科技與時代的發(fā)展,預應力技術(shù)越來越多的被應用到鋼結(jié)構(gòu)當中。鋼框架-預應力索支撐結(jié)構(gòu)正是預應力技術(shù)的創(chuàng)新成果之一。該結(jié)構(gòu)的抗側(cè)能力由鋼框架和預應力索支撐共同提供,形成了雙重抗側(cè)體系。但是,預應力的存在使拉索內(nèi)蘊大量應變能。一旦拉索因某些偶然因素而斷裂,這些應變能將隨之釋放,繼而對剩余結(jié)構(gòu)造成卸載沖擊并引發(fā)其動態(tài)響應。為研究鋼框架-預應力索支撐結(jié)構(gòu)中拉索斷裂對剩余結(jié)構(gòu)造成的動態(tài)響應,并分析不同參數(shù)(索力、索徑等)對剩余結(jié)構(gòu)動態(tài)響應劇烈程度的影響,本文將對三種典型鋼框架-預應力索支撐結(jié)構(gòu)進行斷索分析。分析通過SAP2000有限元軟件的動力分析模塊實現(xiàn),其中,拉索斷裂過程采用非線性去除構(gòu)件法模擬。分析采用的模型為單層鋼框架-預應力索支撐結(jié)構(gòu)、多層鋼框架-預應力索支撐結(jié)構(gòu)、巨型鋼框架-預應力索支撐結(jié)構(gòu)。得到結(jié)論如下:(1)對單層鋼框架-預應力索支撐結(jié)構(gòu),分析采用的斷索時間應小于0.1T1(T1為剩余結(jié)構(gòu)自振周期)。最佳拉索破斷函數(shù)為線性階躍函數(shù)。阻尼越大,剩余結(jié)構(gòu)動態(tài)響應越小。拉索預應力越大,剩余結(jié)構(gòu)動態(tài)響應越劇烈。一般情況下剩余結(jié)構(gòu)動態(tài)響應隨拉索索徑增加而減弱,但是當剩余結(jié)構(gòu)橫向豎向振型發(fā)生耦合時,動態(tài)響應顯著加強。(2)對多層鋼框架-預應力索支撐結(jié)構(gòu),拉索預應力越大,剩余結(jié)構(gòu)動態(tài)響應越劇烈。隨拉索索徑增加,剩余結(jié)構(gòu)不同部位動態(tài)響應變化趨勢不同。隨跨度增加,剩余結(jié)構(gòu)不同部位動態(tài)響應變化趨勢也不同。(3)對巨型鋼框架-預應力索支撐結(jié)構(gòu),隨拉索預應力增加,剩余結(jié)構(gòu)不同部位動態(tài)響應變化趨勢不同。隨拉索索徑增加,剩余結(jié)構(gòu)不同部位動態(tài)響應變化趨勢也不同。
[Abstract]:With the development of science and technology, prestressed technology is applied to steel structure more and more. Steel frame-prestressed cable-braced structure is one of the innovative achievements of prestressed technology. The anti-lateral capacity of the structure is provided by steel frame and prestressed cable bracing together, forming a double anti-lateral system. However, the existence of prestress makes the cable contain a large amount of strain energy. Once the cable breaks due to some accidental factors, these strain energies will be released, which will cause unloading impact on the remaining structure and trigger its dynamic response. In order to study the dynamic response of the cable fracture to the residual structure in the steel frame-prestressed cable braced structure, and to analyze the influence of different parameters (cable force, cable diameter, etc.) on the dynamic response intensity of the residual structure. In this paper, three typical steel frame-prestressed cable-braced structures are analyzed. The analysis is realized by the dynamic analysis module of SAP2000 finite element software, in which the nonlinear removal method is used to simulate the fracture process of the cable. The models used are single-layer steel frame-prestressed cable support structure, multi-story steel frame-prestressed cable support structure, giant steel frame-prestressed cable bracing structure. The conclusions are as follows: (1) for single-layer steel frame-prestressed cable braced structure, the time of cable breaking should be less than 0.1T1 (T1 is the residual natural vibration period). The optimal cable breaking function is linear step function. The larger the damping is, the smaller the dynamic response of the remaining structure is. The larger the cable prestress, the more dynamic response of the remaining structure. In general, the dynamic response of the residual structure decreases with the increase of cable diameter, but the dynamic response is significantly strengthened when the transverse vertical mode of the residual structure is coupled. (2) for the multi-story steel frame-prestressed cable braced structure, The larger the cable prestress, the more dynamic response of the remaining structure. With the increase of cable diameter, the dynamic response of different parts of the residual structure varies. With the increase of span, the dynamic response of different parts of the residual structure is different. (3) for the giant steel frame-prestressed cable braced structure, the dynamic response of different parts of the residual structure is different with the increase of cable prestress. With the increase of cable diameter, the dynamic response of different parts of the residual structure is different.
【學位授予單位】：江蘇科技大學
【學位級別】：碩士
【學位授予年份】：2015
【分類號】：TU394

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