| 整体式桥台后土压力累积效应反分析 |
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| 引用本文： | 徐明,林勇志,周文轩.整体式桥台后土压力累积效应反分析[J].交通运输工程学报,2022,22(5):163-172. |
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| 作者姓名： | 徐明 林勇志 周文轩 |
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| 作者单位： | 1.清华大学 土木水利学院，北京 1000842.清华大学 土木工程安全与耐久教育部重点实验室，北京 100084 |
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| 基金项目： | 国家自然科学基金项目51978382 |
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| 摘 要： | 为了确定整体式桥台后土体在水平方向往复位移作用下的最终土压力，针对5组整体式桥台模型试验进行了有限差分数值模拟反分析；采用能够反映土体在小应变区间上高模量和高度非线性刚度特性的土体本构模型，考虑土体与桥台之间的界面特性，通过在桥台顶部施加水平位移，反分析模型试验中经过不同循环次数的台后土压力测量结果，获得了相应的土体小应变刚度参数，揭示每组试验中桥台后土体小应变刚度在往复加载过程中的演化规律；在此基础上，针对铰支座和扩展基础这2种不同的桥台底部约束条件，分别提出了估算整体式桥台后土体小应变刚度增大倍数的公式，进而提出了考虑桥台与土相互作用的整体式桥台后最终土压力的设计计算方法。研究结果表明:当桥台底部为铰支座时，往复加载前后土体小应变刚度增大倍数随桥台顶部相对位移的增大而增大，随桥台后砂土相对密度的增大而减少；当桥台底部为扩展基础时，土体小应变刚度增大倍数虽然也随桥台顶部相对位移的增大而增大，但增幅明显小于桥台底部为铰支座的工况，并且受桥台后砂土相对密度的影响不大；相比英国设计指南PD 6694-1，提出的公式能够考虑上述多个因素的影响，并能较好地预测出不同模型试验反分析得到的土体小应变刚度增大倍数，可为整体式桥台设计提供依据。
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| 关 键 词： | 桥梁工程 整体式桥台 土压力 反分析 小应变刚度 数值模拟 |
| 收稿时间： | 2022-04-08 |
Back analysis of build-up effect of earth pressure behind integral abutment |
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| XU Ming,LIN Yong-zhi,ZHOU Wen-xuan.Back analysis of build-up effect of earth pressure behind integral abutment[J].Journal of Traffic and Transportation Engineering,2022,22(5):163-172. |
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| Authors: | XU Ming LIN Yong-zhi ZHOU Wen-xuan |
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| Affiliation: | 1.School of Civil Engineering, Tsinghua University, Beijing 100084, China2.Key Laboratory of Civil Engineering Safety and Durability of Ministry of Education, Tsinghua University, Beijing 100084, China |
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| Abstract: | To determine the ultimate earth pressure behind integral abutment subjected to horizontal cyclic displacements, the back analysis using the finite difference numerical simulation was performed on five sets of model tests of integral abutments. A soil constitutive model capable of reflecting the high modulus and highly non-linear stiffness property of soil within the small strain range was utilized, and the properties of the interface between the soil and the abutment were considered. Through the application of horizontal displacements at the abutment top. Earth pressures behind the abutments measured at different cycles were back-analyzed. The corresponding small strain stiffness parameter of soil was obtained, and the evolution laws of the small strain stiffness of soil behind the abutments in each set of model tests during the cyclic loading process were revealed. On the basis of the above findings, the formulas were proposed to estimate the increasing multiple of the small strain stiffness of soil behind the integral abutments with a hinged base and a spread base separately. Then, a method was proposed to design and calculate the ultimate earth pressure behind the integral abutments with the consideration of soil-abutment interaction. Research results show that for the abutment with a hinged base, the increasing multiple of the small strain stiffness of soil increases with the rise in the relative displacement at the abutment top before and after the cyclic loading, while it decreases with the increase in the relative density of soil behind the abutment. For the abutment with a spread base, the increasing multiple of the small strain stiffness of soil increases at a slower rate with the rise in the relative displacement at the abutment top compared with that in the case of a hinged base, but it is slightly influenced by the relative density of soil behind the abutment. Compared with the British design guidance PD 6694-1, the proposed formulas consider the influences of the above multi-factors and can make reasonable prediction on the increasing multiple of the small strain stiffness of soil obtained from the back analysis on different model tests. It can be a reference for the design of integral abutments. |
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