本文選題：大跨度拱橋 + 數值風洞　； 參考：《西南交通大學》2017年碩士論文

【摘要】：我國西部地區(qū)地形特點為多山地,為了滿足西部地區(qū)經濟發(fā)展的需求,近年來很多修建在山區(qū)的橋梁應運而生,隨著橋梁跨度的不斷提高,山區(qū)橋梁風致振動問題也愈加凸顯,因而山區(qū)復雜地形風環(huán)境的準確描述至關重要。由于氣象資料的缺乏以及山區(qū)復雜的地形特征,設計風參數很難通過規(guī)范確定,因此有必要對山區(qū)風環(huán)境進行三維數值模擬。在風致振動研究中,抖振分析是進行橋梁抗風安全性評估的重要環(huán)節(jié),過大的抖振響應將會影響到橋梁運營階段行車的安全性和舒適性。虛擬激勵法作為一種高效精確的求解結構隨機振動響應的頻域方法,易于編程實現,在抖振分析領域有較為廣泛的應用。本文以一座西部山區(qū)的大跨度拱橋為研究背景,利用CFD數值風洞技術對橋址區(qū)風參數進行三維地形數值模擬計算,結合風參數模擬結果,基于虛擬激勵法利用有限元軟件對橋梁進行抖振響應分析。首先,回顧了國內外拱橋的發(fā)展歷程,并對山區(qū)風環(huán)境數值模擬和橋梁抖振響應研究的現狀進行了闡述,綜述了兩種研究的試驗方法和數值模擬方法,并簡述了大氣邊界層風特性以及風荷載計算的相關理論。然后,利用CFD進行了橋址區(qū)風參數數值模擬。按照圓曲線+余弦曲線的形式對橋址區(qū)邊界進行拓展,在邊界上利用自編UDF函數施加入口風速剖面和湍流強度剖面,在FLUENT中選用SSTk-ω模型對流場進行求解,提取并討論了風參數模擬計算的結果。最后,將虛擬激勵法理論與橋梁抖振響應理論相結合,推導了多維多點抖振響應計算的虛擬激勵法計算公式,并利用有限元軟件進行實現。建立橋梁有限元模型,結合節(jié)段模型靜力三分力風洞試驗結果,構造虛擬激勵荷載矢量,對該橋成橋狀態(tài)和施工最不利狀態(tài)進行抖振響應計算,提取響應結果。通過對不同結構狀態(tài)、不同風速取值橋梁抖振響應結果的對比分析,得到一些對工程實踐有參考意義的結論。
[Abstract]:In order to meet the needs of economic development in western China, many bridges built in mountainous areas have emerged as the times require in recent years. With the continuous improvement of bridge span, wind-induced vibration of bridges in mountainous areas has become increasingly prominent. Therefore, it is very important to accurately describe the wind environment of complex terrain in mountain area. Due to the lack of meteorological data and the complex terrain characteristics of mountainous areas, it is difficult to determine the design wind parameters through the specification, so it is necessary to carry out three-dimensional numerical simulation of the wind environment in mountainous areas. In the study of wind-induced vibration buffeting analysis is an important part of bridge anti-wind safety evaluation. Excessive buffeting response will affect the safety and comfort of the bridge operation phase. As an efficient and accurate frequency-domain method to solve the random vibration response of structures, the virtual excitation method is easy to be programmed and widely used in buffeting analysis. In this paper, a large span arch bridge in the western mountainous area is used as the research background. Using CFD numerical wind tunnel technique, the wind parameters of the bridge site are simulated and calculated by 3D terrain numerical simulation, and the results of wind parameter simulation are combined. Based on virtual excitation method, the buffeting response of bridge is analyzed by finite element software. Firstly, the development history of arch bridges at home and abroad is reviewed, and the current situation of wind environment numerical simulation and bridge buffeting response in mountainous areas are described. The two experimental methods and numerical simulation methods are summarized. The wind characteristics of the atmospheric boundary layer and the theory of wind load calculation are briefly described. Then, CFD is used to simulate the wind parameters of the bridge site. The boundary of bridge site is extended according to the form of circular curve cosine curve. The inlet wind velocity profile and turbulence intensity section are applied on the boundary by using the self-made UDF function, and the SSTk- 蠅 model is chosen to solve the flow field in fluent. The simulation results of wind parameters are extracted and discussed. Finally, combining the theory of virtual excitation method with the theory of buffeting response of bridge, the formula of virtual excitation method for calculating multi-dimensional and multi-point buffeting response is derived, and realized by finite element software. The finite element model of the bridge is established. The virtual excitation load vector is constructed based on the static three-point wind tunnel test results of the segmental model. The buffeting response of the bridge is calculated and the response results are extracted. By comparing and analyzing the buffeting response results of bridges with different structural states and different wind speeds, some useful conclusions are obtained for engineering practice.
【學位授予單位】：西南交通大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：U441.3

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