【摘要】：抱桿和鐵塔均屬于高聳結(jié)構(gòu),其高柔特性導(dǎo)致其對水平荷載非常敏感,針對淮南~上海1000kV特高壓輸電工程鐵塔組立施工,選用座地雙搖臂抱桿組立鐵塔,并運用ANSYS軟件對鐵塔與抱桿耦合系統(tǒng)的抗風(fēng)能力進行研究,一般風(fēng)荷載有兩種表達形式:一種是等效靜力法,即平均風(fēng)荷載乘以風(fēng)振系數(shù);另一種是數(shù)值模擬法,即平均風(fēng)荷載加上脈動風(fēng)荷載。本文運用ANSYS軟件建立鐵塔與抱桿耦合系統(tǒng)三維模型,采用Block Lanczos法對模型進行模態(tài)分析得出結(jié)構(gòu)的固有頻率和自振振型等重要參數(shù),并根據(jù)模態(tài)分析得出的前兩階的頻率和結(jié)構(gòu)的振型阻尼比求出阻尼常數(shù)和。根據(jù)等效靜力法求出鐵塔與抱桿耦合系統(tǒng)各節(jié)點風(fēng)荷載,運用ANSYS軟件對鐵塔與抱桿耦合系統(tǒng)進行等效靜力分析,得出不同工況下的位移變化和應(yīng)力分布以及調(diào)幅繩、內(nèi)拉線、腰環(huán)、錨固繩的受力情況等結(jié)果,分析鐵塔與抱桿耦合系統(tǒng)在保證安全的情況下所能承受的最大風(fēng)速,確定抱桿使用范圍,同時也明確了鐵塔與抱桿的應(yīng)力分布規(guī)律,為鐵塔組立施工方案的編制提供依據(jù),而且這種組塔施工方法對臨近帶電體組塔施工、山區(qū)組塔施工等無法架設(shè)外拉線的塔位組塔施工有重要參考價值。選用Davenport譜,通過MATLAB軟件編程得到各點的風(fēng)速時程曲線,再根據(jù)數(shù)值模擬法計算鐵塔與抱桿耦合系統(tǒng)在34m/s強風(fēng)工況下的風(fēng)荷載時程曲線,并通過ANSYS軟件的瞬態(tài)動力分析功能對鐵塔與抱桿耦合系統(tǒng)進行風(fēng)振響應(yīng)分析,得出鐵塔與抱桿耦合系統(tǒng)在34m/s風(fēng)速工況下的位移時程樣本、速度時程樣本、加速度時程樣本以及應(yīng)力時程樣本,為在鐵塔組立施工過程中發(fā)生臺風(fēng)天氣時提供應(yīng)對措施。同時根據(jù)鐵塔與抱桿耦合系統(tǒng)風(fēng)振響應(yīng)分析得出的結(jié)果,求出鐵塔與抱桿各分段的風(fēng)振系數(shù),并將此數(shù)值模擬結(jié)果與在等效靜力分析時根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》采用的風(fēng)振系數(shù)值進行對比,分析鐵塔與抱桿耦合系統(tǒng)各段風(fēng)振系數(shù)取值問題。
[Abstract]:Both pole and tower belong to towering structure, which is sensitive to horizontal load due to its high flexibility. In view of the construction of tower group in Huainan-Shanghai 1000kV UHV transmission project, the double rocker arm iron tower is chosen to set up the tower in Huainan-Shanghai UHV transmission project. The wind resistance of the coupling system of tower and pole is studied by using ANSYS software. There are two expressions of wind load: one is equivalent static method, that is, average wind load times wind-induced vibration coefficient, the other is numerical simulation method. Mean wind load plus pulsating wind load. In this paper, the three-dimensional model of the coupling system of iron tower and pole is established by using ANSYS software. The modal analysis of the model is carried out by using Block Lanczos method, and the important parameters such as the natural frequency and the natural vibration mode of the structure are obtained. According to the modal analysis, the damping constant sum of the first two order frequencies and the damping ratio of the structure are obtained. According to the equivalent static method, the wind load of each node of the coupling system of tower and pole is calculated, and the equivalent static analysis of the coupling system of tower and pole is carried out by using ANSYS software, and the displacement change and stress distribution under different working conditions as well as the amplitude modulation rope and inner drawing line are obtained. This paper analyzes the maximum wind speed which can be withstood by the coupling system of iron tower and pole under the condition of safety, determines the range of use of lock rod, and also defines the stress distribution law of tower and pole. It provides the basis for the compilation of the construction scheme of the tower group, and this construction method has important reference value for the construction of the adjacent live body tower, the construction of the mountain area group tower and the construction of the tower position group which can not be erected with the external drawing line. Using Davenport spectrum, the time-history curve of wind speed at each point is obtained by MATLAB software programming, and then the wind load time history curve of the coupling system of tower and pole under the strong wind condition of 34m/s is calculated according to the numerical simulation method. The transient dynamic analysis function of ANSYS software is used to analyze the wind vibration response of the tower and pole coupling system. The displacement time history sample and velocity time history sample of the tower and pole coupling system under the 34m/s wind speed condition are obtained. The acceleration time history sample and the stress time history sample provide the countermeasure when the typhoon weather occurs during the construction of the tower group. At the same time, according to the results of wind vibration response analysis of tower and pole coupling system, the wind-induced vibration coefficient of each segment of tower and pole is calculated. The numerical simulation results are compared with the wind vibration coefficient values adopted in the equivalent static analysis according to the Code of Building structure load, and the wind-induced vibration coefficients of the coupling system between the tower and the pole are analyzed.
【學(xué)位授予單位】：東北電力大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TM754

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