發(fā)布時間：2018-06-22 00:27

  本文選題：梁拱組合結構 + 頂推施工　； 參考：《長安大學》2017年碩士論文

【摘要】：隨著經(jīng)濟水平的不斷提高,國內(nèi)外的交通運輸事業(yè)突飛猛進,各種結構新穎、造型獨特的橋梁不斷興起。梁拱組合結構橋梁以其造型優(yōu)美、跨越能力強等特點越來越受到橋梁設計者的青睞。而國內(nèi)外對大跨徑連續(xù)梁拱組合結構橋梁使用整體頂推法進行施工的先例非常少,很有必要將梁拱組合結構橋梁的頂推施工過程實施仿真計算與分析。因此,本文以某橋為工程依托,對該橋的頂推施工過程進行仿真計算,并對相關問題進行了分析。本文首先總結了頂推法的原理。闡述了有限單元法的基本求解過程,及頂推法建模思路。其次,簡單介紹了工程背景的工程概況、頂推施工的工藝流程以及頂推設備的一些原理,并針對該橋的受力特點,使用結構有限元軟件MIDAS建立空間模型,對該橋整體頂推過程實施仿真計算,并得到了相應的計算結果。同時,采取在橋梁結構上布設應力傳感器的方式,實時與連續(xù)監(jiān)測了實橋頂推施工過程,獲取了實測應力值,將其和理論值對比分析,并對仿真計算的結果實行了驗證。其中導梁和主結構下?lián)献畲笾刀汲霈F(xiàn)在最大懸臂狀態(tài)時,施工階段3-2,累計頂推距離294m,導梁下?lián)现禐?-334mm,主結構下?lián)现禐?-115mm。導梁最大應力出現(xiàn)在施工階段3-16,累計頂推距離322m時最大應力值為:-208.5MPa。系梁、拱肋、臨時撐桿應力最大值均出現(xiàn)在3-114施工階段,累計頂推距離518m時,主系梁最大應力值為:-265.0MPa,拱肋最大應力值為:203.9MPa,臨時撐桿最大應力為:-229.7MPa。最后,根據(jù)仿真計算所得到的該連續(xù)梁拱組合結構橋梁采用頂推施工的受力特點,對該結構的導梁及臨時墩進行了相關分析。并且通過分析結構的導梁參數(shù),得出了各參數(shù)對主結構的影響規(guī)律。同時通過分析對臨時墩頂墊梁發(fā)生高程偏差,得出了對墩頂反力和墩頂上方結構應力的影響規(guī)律。
[Abstract]:With the continuous improvement of economic level, the transportation industry at home and abroad is advancing by leaps and bounds. Beam-arch composite structure bridges are more and more favored by bridge designers for their beautiful shape and strong span ability. However, there are few precedents at home and abroad for the construction of long-span continuous beam-arch composite structure bridges using integral pushing method, so it is necessary to carry out simulation calculation and analysis of the jacking construction process of beam-arch composite structure bridges. Therefore, based on a certain bridge, this paper simulates and calculates the jacking construction process of the bridge, and analyzes the related problems. In this paper, the principle of pushback method is summarized. The basic solution process of finite element method (FEM) and the method of pushback modeling are described. Secondly, the general situation of the engineering background, the technological process of the jacking construction and some principles of the jacking equipment are briefly introduced. According to the stress characteristics of the bridge, the space model is established by using the structure finite element software Midas. The whole pushing process of the bridge is simulated and the corresponding results are obtained. At the same time, by placing stress sensors on the bridge structure, real-time and continuous monitoring of the construction process of the real bridge is carried out. The measured stress values are obtained and compared with the theoretical values, and the results of simulation calculation are verified. When the maximum deflection of the guide beam and the main structure appears in the maximum cantilever state, the construction stage is 3-2, the cumulative pushing distance is 294m, the deflection value under the guide beam is: -334mm, and the deflection value under the main structure is: -115mm. The maximum stress of the guide beam appears in the construction stage 3-16, and the maximum stress value of the cumulative thrust distance of 322 m is: -208.5MPa. The maximum stress of tie beam, arch rib and temporary brace appears in the construction stage of 3-114. The maximum stress value of the main beam is: -265.0MPa, the maximum stress of arch rib is: 203.9MPa, and the maximum stress of temporary brace is: -229.7MPa, when the cumulative pushing distance is 518m, the maximum stress value of the main beam is: -265.0MPa, the maximum stress of arch rib is: 203.9MPa. Finally, according to the force characteristics of the continuous beam-arch composite structure bridge constructed by jacking, the guide beam and temporary pier of the structure are analyzed. By analyzing the parameters of the guide beam, the influence of the parameters on the main structure is obtained. At the same time, through the analysis of the height deviation of the temporary pier top cushion beam, the influence law of the reaction force on the pier top and the structural stress above the pier top is obtained.
【學位授予單位】：長安大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：U445.4

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