本文選題：外傾單肋 + 鋼拱橋��； 參考：《蘇州科技大學》2017年碩士論文

【摘要】：在中國橋梁史上,拱橋是最絢爛也是最值得驕傲的一筆。隨著社會的進步、經(jīng)濟的發(fā)展以及材料性能的提升,常規(guī)樣式的拱橋已不能滿足人們對審美的要求,很多異形拱橋相繼建成。本論文以張家港市某一已建成專用人行鋼拱橋為工程背景,對外傾單肋下承式異形鋼拱橋的穩(wěn)定性能進行分析,本文用軟件Midas Civil建立了三維有限元模型,針對結(jié)構(gòu)所受荷載選擇四種荷載工況(工況Ⅰ:恒載、工況Ⅱ:恒載+人群荷載、工況Ⅲ:恒載+風荷載和工況Ⅳ:恒載+人群荷載+風荷載)對橋梁的整體穩(wěn)定性、幾何非線性穩(wěn)定、穩(wěn)定性能的影響參數(shù)、橋梁的自振特性以及吊桿的張拉程序進行了詳細分析,得出主要結(jié)論如下:(1)、對橋梁在四種荷載工況下的穩(wěn)定性進行分析得到與荷載工況對應(yīng)的一階失穩(wěn)臨界荷載系數(shù)分別為144.71、54.13、347.21和47.67,結(jié)構(gòu)的一階失穩(wěn)模態(tài)均為面外失穩(wěn),說明結(jié)構(gòu)在設(shè)計荷載作用下不會發(fā)生屈曲破壞,而且具有較高富余度。(2)、考慮初始缺陷后對橋梁進行幾何非線性穩(wěn)定性分析得到的一階失穩(wěn)臨界荷載系數(shù)分別為36.0、13.14、213.32和14.01,可知初始缺陷對橋梁穩(wěn)定性能的影響非常大。(3)、對拱肋剛度和拱肋外傾角度兩個參數(shù)進行分析,得出兩參數(shù)的變化與橋梁的穩(wěn)定性的關(guān)系:橋梁拱肋剛度的由0.6EI增加至1.5EI,四種工況下拱橋一階失穩(wěn)臨界荷載系數(shù)呈線性增長趨勢,隨著拱肋外傾角度由5?增加至50?,Ⅰ、Ⅱ、Ⅳ三種工況下一階失穩(wěn)臨界荷載系數(shù)呈減小趨勢,工況Ⅲ下臨界荷載系數(shù)隨著拱肋外傾角度的增大而增大。(4)、利用子空間迭代法對橋梁的自振特性進行分析得出橋梁的前幾階陣型與頻率,其中一階自振頻率為1.36Hz,與設(shè)計方計算結(jié)果一致。(5)、對吊桿的張拉程序進行優(yōu)化,得到了使內(nèi)力與變形最優(yōu)的交替一次張拉至最終吊桿力的張拉程序。
[Abstract]:In the history of Chinese Bridge, arch bridge is the most magnificent and most proud. With the progress of the society, the development of economy and the improvement of material performance, the conventional arches can not meet the requirements of people's appreciation of the aesthetics. Many special arch bridges have been built one after another. This paper takes a steel arch bridge which has been built in Zhangjiagang as a project. Background, the stability performance of the external inclined single ribbed steel arch bridge is analyzed. In this paper, a three-dimensional finite element model is built with software Midas Civil to select four load conditions for the load under the structure (working condition I: constant load, working condition II: constant load + crowd load, working condition III: constant load + wind load and working condition IV: constant load + crowd load + wind load) The overall stability of the bridge, the geometric nonlinear stability, the influence parameters of the stability performance, the self vibration characteristics of the bridge and the tensioning program of the hanger are analyzed in detail. The main conclusions are as follows: (1) the stability of the bridge under the four load conditions is analyzed and the critical load coefficient of the first order instability corresponding to the load condition is obtained. For 144.71,54.13347.21 and 47.67, the first order instability modes of the structure are all out of plane instability, which shows that the structure will not have buckling failure under the design load, and has high redundancy. (2) the first order buckling critical load coefficient of the first order is 36.0,13.14213., considering the initial defect on the geometric nonlinear stability of the bridge. 32 and 14.01, we know that the initial defects have great influence on the stability of the bridge. (3) the stiffness of the arch rib and the angle of the arch rib extroversion are analyzed, and the relationship between the changes of the two parameters and the stability of the bridge is obtained: the stiffness of the bridge arch rib is increased from 0.6EI to 1.5EI, and the critical load coefficient of the first instable instability of the arch bridge is linearly increased under the four operating conditions. The trend, as the angle of arch rib extroverted from 5? To 50?, the critical load coefficient of first order instability in the three conditions of I, II, IV is reduced, and the critical load coefficient increases with the increase of the angle of the arch ribs. (4) the first several order forms and frequencies of bridge are obtained by the subspace iteration method. The first order self vibration frequency is 1.36Hz, which is in agreement with the design result. (5) the tension program of the hanger is optimized, and the tensile program that makes the internal force and deformation optimal one time stretching to the final hanger force is obtained.
【學位授予單位】：蘇州科技大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：U441

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