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首页> 外文期刊>Canadian Journal of Civil Engineering >Evaluation of moment equation in the 2000 Canadian highway bridge design code for soil-metal arch structures
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Evaluation of moment equation in the 2000 Canadian highway bridge design code for soil-metal arch structures

机译：2000年加拿大公路桥梁土金属拱结构设计规范中的弯矩方程评估

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摘要

This paper evaluates the moment equation in the 2000 Canadian highway bridge design code (CHBDC) for soil-metal arch structures. This equation is adopted from Duncan's moment equation (1978), which is based on his finding from finite element analyses that the maximum moment occurs at the quarter point of soil-metal structures. However, finite element analyses carried out for this study demonstrate that the maximum moment in soil-metal arch structures with spans greater than approximately 11m occurs at the crown point. In this study, the location and magnitude of the maximum moment was examined for soil-metal arch structures having spans of 6-20 m under three construction stages; backfill up to the crown, backfill up to the cover depth, and live loading. Based on the location of the maximum moment, two sets of moment equations dependant on span length were found necessary. Moment coefficients and moment reduction factors in moment equations are proposed from the results of numerous finite element analyses for semi-circular arch and part-arch types of soil-metal structures considering the various design variables, such as span length, structural shapes, section properties, and backfill conditions. The validity of the coefficients and reduction factors in the moment equation of the 2000 CHBDC is investigated by comparison with those proposed in this study. The comparison demonstrates that the moment equation of the 2000 CHBDC is still valid and a little conservative. The effects of design variables on the variations of moments of soil-metal arch structures during construction stages are also examined.
机译：本文评估了2000年加拿大公路桥梁设计规范（CHBDC）中用于土金属拱结构的弯矩方程。该方程式是从Duncan的矩方程式（1978）中采用的，该方程式是基于他在有限元分析中的发现，即最大矩量出现在土壤金属结构的四分之一点处。然而，为这项研究进行的有限元分析表明，跨度大于约11m的土壤-金属拱形结构中的最大力矩出现在拱顶点。在这项研究中，研究了在三个施工阶段中跨度为6-20 m的土金属拱结构的最大弯矩的位置和大小。回填至表冠，回填至覆盖层深度，然后进行实时加载。根据最大力矩的位置，发现了取决于跨度长度的两组力矩方程。通过对土金属结构的半圆拱形和半拱形类型进行无数次有限元分析，并考虑跨度长度，结构形状，截面特性等各种设计变量，提出了弯矩方程中的弯矩系数和弯矩减小因子以及回填条件。通过与本研究提出的比较，研究了2000 CHBDC矩方程中系数和折减系数的有效性。比较表明，2000 CHBDC的弯矩方程仍然有效并且有些保守。还研究了设计变量对施工阶段土金属拱结构弯矩变化的影响。

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