本文選題：橋梁裝飾結(jié)構(gòu) + 結(jié)構(gòu)強度　； 參考：《長安大學》2014年碩士論文

【摘要】：近些年來，橋梁的實用性功能逐漸不能滿足人們?nèi)找嬖鲩L的精神文化的追求，橋梁美學研究逐漸成為橋梁研究的重要組成部分，其中橋梁的景觀設(shè)計更加成為了橋梁美學不可或缺的部分。目前來說，在我們國家尚沒有非常成熟和完善的橋梁景觀設(shè)計的相應規(guī)范，在本文中主要工作是對某一橋梁裝飾結(jié)構(gòu)進行結(jié)構(gòu)分析，為橋梁裝飾結(jié)構(gòu)的設(shè)計提供一定數(shù)據(jù)支持。 本文主要進行以下幾個方面的工作，1)首先在有限元軟件中建立了某大橋景觀的有限元模型，已知橋梁裝飾結(jié)構(gòu)的相關(guān)參數(shù)，跨度為100m，高度為21m，拱肋為沿縱橋向呈對稱的拱形結(jié)構(gòu)，拱肋通過三道k撐相互連接，拱肋和橋面通過吊桿連接。2）根據(jù)橋梁裝飾結(jié)構(gòu)所在的地理條件，確定影響裝飾結(jié)構(gòu)的主要靜力載荷的因素，求解結(jié)構(gòu)在自重、溫度和風力作用下結(jié)構(gòu)的應力和位移響應。3）對結(jié)構(gòu)進行動力學分析，在有限元軟件中對結(jié)構(gòu)進行自振特性分析，并以此為基礎(chǔ)，利用譜分析法求解裝飾結(jié)構(gòu)在橫向、縱向、豎向三向共同的地震載荷作用下的動力響應。4）將天津波的加速度記錄做修正，在動力學方程中將變化的加速度作為慣性加速度，對裝飾結(jié)構(gòu)進行時程分析，并和譜分析結(jié)果進行對比與驗證，并分析裝飾結(jié)構(gòu)在靜力載荷和動力載荷的共同作用下結(jié)構(gòu)的響應是否滿足結(jié)構(gòu)的強度要求。 在靜力分析中，計算了結(jié)構(gòu)在自重、風載荷和溫度載荷下結(jié)構(gòu)的響應，通過計算，該結(jié)構(gòu)在靜力載荷的作用下，最大位移及最大應力都發(fā)生在承受風載荷一側(cè)的拱肋的拱頂處附近，并且在拱頂與斜撐的連接處產(chǎn)生較大的應力集中。并使拱角處的軸力及彎矩都相對偏高。 在結(jié)構(gòu)動力學分析中，通過對結(jié)構(gòu)自振特性的分析，可知該結(jié)構(gòu)的基頻較高，整體剛度較大，第一階振型為橫向側(cè)傾，橫向剛度相對較低，在前十階振型中，出現(xiàn)三次風撐的振動，出現(xiàn)的次數(shù)較多。 在時程分析中計算了橫向、縱向以及豎向的地震振動對結(jié)構(gòu)的影響。橫向作用下對結(jié)構(gòu)整體的橫向變形影響較大，尤其在1/4拱肋處；豎向地震振動主要作用于結(jié)構(gòu)兩側(cè)的橫撐結(jié)構(gòu)產(chǎn)生較大的豎向變形；縱向地震振動主要作用于1/4拱肋及橫撐處。通過以上的計算與分析，無論在時程分析或者在譜分析中，結(jié)構(gòu)的1/4拱肋處以及兩側(cè)橫撐的位移變形較大，橫撐變形比拱肋的大，，易受到載荷的影響，容易引起破壞。
[Abstract]:In recent years, the practical function of bridge can not satisfy the increasing pursuit of spiritual culture, and the study of bridge aesthetics has gradually become an important part of bridge research. The landscape design of bridges has become an indispensable part of bridge aesthetics. At present, in our country, there is not a very mature and perfect corresponding norms of bridge landscape design. In this paper, the main work is to analyze the structure of a bridge decoration structure, to provide certain data support for the design of bridge decoration structure. Firstly, the finite element model of a bridge landscape is established in the finite element software, and the relevant parameters of the bridge decoration structure are known. The span is 100 m, the height is 21 m, the arch rib is a symmetrical arch structure along the longitudinal bridge, the arch rib is connected with each other through three k braces, and the arch rib and the bridge deck are connected with each other through the suspenders. 2) according to the geographical conditions of the bridge decoration structure, The main static load factors affecting the decorative structure are determined, and the stress and displacement response of the structure under the action of deadweight, temperature and wind are solved. The dynamic analysis of the structure is carried out, and the natural vibration characteristics of the structure are analyzed in the finite element software. On this basis, the acceleration records of Tianjin wave are corrected by using spectral analysis method to solve the dynamic response of decorative structures under the common lateral, longitudinal and vertical seismic loads. In the dynamic equation, the varying acceleration is taken as the inertial acceleration, and the time history analysis of the decorative structure is carried out, and the results are compared and verified with the spectrum analysis. The response of decorative structure under both static and dynamic loads is analyzed. In the static analysis, the response of the structure under deadweight, wind load and temperature load is calculated. By calculation, the structure is subjected to static load. Both the maximum displacement and the maximum stress occur near the arch roof of the arch rib under wind load, and there is a greater stress concentration in the connection between the arch roof and the diagonal brace. The axial force and bending moment at the arch angle are relatively high. In the dynamic analysis of the structure, through the analysis of the natural vibration characteristics of the structure, it can be seen that the structure has higher fundamental frequency and larger overall stiffness, the first vibration mode is lateral tilting, and the transverse stiffness is relatively low, in the first ten vibration modes, The vibration of three air braces occurs more frequently. In the time history analysis, the influence of transverse, longitudinal and vertical seismic vibration on the structure is calculated. The transverse action has a great influence on the transverse deformation of the whole structure, especially at the 1 / 4 arch rib; the vertical earthquake vibration mainly acts on the transverse deformation of the transverse braced structure on both sides of the structure; and the longitudinal earthquake vibration mainly acts on the 1 / 4 arch rib and the transverse braces. Through the above calculation and analysis, whether in the time history analysis or in the spectrum analysis, the displacement deformation of the one-fourth arch rib and both sides of the structure is larger than that of the arch rib, and the deformation of the transverse bracing is larger than that of the arch rib, which is easy to be affected by the load and easily cause damage.
【學位授予單位】：長安大學
【學位級別】：碩士
【學位授予年份】：2014
【分類號】：U441.4

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