【摘要】：斜拉橋以其跨越能力大、橋型優(yōu)美以及良好的經(jīng)濟(jì)性等優(yōu)點(diǎn)得到了迅速的發(fā)展。近些年來(lái),斜拉橋的跨度越來(lái)越大,結(jié)構(gòu)的剛度和阻尼逐漸減小,結(jié)構(gòu)的抗風(fēng)穩(wěn)定問(wèn)題日益突出。本文以某不對(duì)稱(chēng)獨(dú)塔鋼箱梁斜拉橋?yàn)楣こ瘫尘?對(duì)斜拉橋的抗風(fēng)性能進(jìn)行理論分析和試驗(yàn)研究。 本文從斜拉橋的自振特性、氣動(dòng)參數(shù)識(shí)別、靜風(fēng)響應(yīng)、顫振穩(wěn)定性等方面展開(kāi)研究,主要工作如下： (1)通過(guò)建立三維有限元空間計(jì)算模型,對(duì)斜拉橋進(jìn)行了自振特性分析。計(jì)算了模型的自振特性,得到橋梁結(jié)構(gòu)的模態(tài)和自振頻率,為開(kāi)展主梁節(jié)段模型風(fēng)洞試驗(yàn)及橋梁抗風(fēng)性能分析提供必要的參數(shù)。 (2)完成了主梁節(jié)段模型測(cè)振試驗(yàn)。由試驗(yàn)測(cè)出了顫振臨界風(fēng)速,評(píng)價(jià)了橋梁的顫振穩(wěn)定性,橋梁在±3°和0°初始攻角下的顫振臨界風(fēng)速均高于顫振檢驗(yàn)風(fēng)速。 (3)利用數(shù)值風(fēng)洞技術(shù),采用改進(jìn)的k-ε模型數(shù)值模擬計(jì)算了主梁的氣動(dòng)三分力系數(shù),并采用強(qiáng)迫振動(dòng)數(shù)值模擬方法識(shí)別了主梁的顫振導(dǎo)數(shù),為計(jì)算自激力和顫振分析提供參數(shù)。對(duì)橋梁的進(jìn)行了靜風(fēng)響應(yīng)計(jì)算,分析了橋梁在不同風(fēng)攻角下的響應(yīng)。 (4)對(duì)斜拉橋進(jìn)行了二自由度耦合顫振分析。通過(guò)matlab語(yǔ)言編程實(shí)現(xiàn)了二維耦合顫振理論計(jì)算顫振臨界風(fēng)速的算法,利用數(shù)值模擬識(shí)別的顫振導(dǎo)數(shù)分析了橋梁的顫振臨界狀態(tài),與測(cè)振試驗(yàn)結(jié)果相符。
[Abstract]:Cable-stayed bridge has been developed rapidly because of its advantages such as large span capacity, graceful bridge type and good economy. In recent years, the span of cable-stayed bridge becomes larger and larger, the stiffness and damping of the structure decrease gradually, and the wind stability of the structure becomes more and more prominent. Based on the engineering background of an asymmetric single-tower steel box girder cable-stayed bridge, the wind resistance of the cable-stayed bridge is analyzed theoretically and experimentally. In this paper, the natural vibration characteristics of cable-stayed bridges, aerodynamic parameters identification, static wind response, flutter stability and other aspects are studied. The main work is as follows: (1) the 3D finite element spatial calculation model is established. The natural vibration characteristics of cable-stayed bridge are analyzed. The natural vibration characteristics of the model are calculated, and the modal and natural frequencies of the bridge structure are obtained, which provides the necessary parameters for the wind tunnel test of the main beam segment model and the analysis of the wind resistance performance of the bridge. (2) the vibration measurement test of the main beam segment model is completed. The critical flutter wind speed is measured and the flutter stability of the bridge is evaluated. The critical flutter wind speed of the bridge at 鹵3 擄and 0 擄initial angle of attack is higher than that of flutter test wind speed. (3) using the technique of numerical wind tunnel, the aerodynamic three-component force coefficient of the main beam is calculated by using the improved k-蔚 model, and the flutter derivative of the main beam is identified by the numerical simulation method of forced vibration. It provides parameters for calculating the self-excitation force and flutter analysis. The static wind response of the bridge is calculated and the response of the bridge at different angles of attack is analyzed. (4) the coupled flutter analysis of cable-stayed bridge with two degrees of freedom is carried out. The two-dimensional coupled flutter theory is used to calculate the flutter critical wind speed by programming in matlab language. The flutter critical state of the bridge is analyzed by using the flutter derivative identified by numerical simulation, which is in agreement with the experimental results of vibration measurement.
【學(xué)位授予單位】：大連理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：U448.27;U442.59

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