吴庆雄, 黄宛昆, 陈宝春. 中、下承式钢管混凝土拱桥车振调查与动力分析[J]. 工程力学, 2013, 30(1): 147-155. DOI: 10.6052/j.issn.1000-4750.2011.04.0213
引用本文: 吴庆雄, 黄宛昆, 陈宝春. 中、下承式钢管混凝土拱桥车振调查与动力分析[J]. 工程力学, 2013, 30(1): 147-155. DOI: 10.6052/j.issn.1000-4750.2011.04.0213
WU Qing-xiong, HUANG Wan-kun, CHEN Bao-chun. VEHICLE-INDUCED VIBRATION RESEARCH AND DYNAMIC ANALYSIS FOR CONCRETE-FILLED STEEL TUBULAR ARCH BRIDGES[J]. Engineering Mechanics, 2013, 30(1): 147-155. DOI: 10.6052/j.issn.1000-4750.2011.04.0213
Citation: WU Qing-xiong, HUANG Wan-kun, CHEN Bao-chun. VEHICLE-INDUCED VIBRATION RESEARCH AND DYNAMIC ANALYSIS FOR CONCRETE-FILLED STEEL TUBULAR ARCH BRIDGES[J]. Engineering Mechanics, 2013, 30(1): 147-155. DOI: 10.6052/j.issn.1000-4750.2011.04.0213

中、下承式钢管混凝土拱桥车振调查与动力分析

VEHICLE-INDUCED VIBRATION RESEARCH AND DYNAMIC ANALYSIS FOR CONCRETE-FILLED STEEL TUBULAR ARCH BRIDGES

  • 摘要: 进行了八座钢管混凝土拱桥车振动力响应实测,建立了考虑车桥相互作用的有限元计算模型,通过与实测加速度响应进行的比较表明钢管混凝土拱桥车桥振动计算方法的正确性。利用有限元模型,对钢管混凝土拱肋和悬吊桥道系的加速度、速度动力响应和冲击系数进行了对比分析。结果表明:虽然钢管混凝土拱桥的冲击系数可能较大,但是它作为行车舒适性的判断依据并不合适,应采用加速度或速度响应来评价。提出了不同路面平整度下预估中、下承式钢管混凝土拱桥车振动力响应的近似公式,通过实桥分析确认了该公式的可行性。

     

    Abstract: The vehicle-induced responses of eight concrete-filled steel tubular (CFST) arch bridges are measured. The finite element models considering the interaction between a vehicle and a bridge are established. The precision of CFST arch bridge models and vehicle-bridge vibration analyses is verified by comparing with the measured acceleration responses. The comparative analysis of accelerations, velocities and impact factors in a CFST arch rib and a suspended deck is carried out using the finite element models. The results indicate that, although the impact factors of some CFST bridges are great, the impact factor may not be used as the riding comfort judgment, and the acceleration or velocity should be used to evaluate the vehicle-induced vibration performance. An approximate formula predicting the vehicle-induced vibration responses of half-through and through CFST arch bridges under different road roughness is presented, and the feasibility of this formula is confirmed by the analysis of real bridges.

     

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