| 焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法 |
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| 引用本文： | 许波,刘永健,朱伟庆,姜磊.焊钉锈蚀后钢-混组合梁抗弯承载力简化计算方法[J].交通运输工程学报,2019,19(2):25-35. |
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| 作者姓名： | 许波 刘永健 朱伟庆 姜磊 |
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| 作者单位： | 长安大学公路学院,陕西西安710064;鄂尔多斯应用技术学院土木工程系,内蒙古鄂尔多斯017000;长安大学公路学院,陕西西安,710064 |
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| 基金项目： | 交通运输部建设科技项目2014318363230内蒙古自治区自然科学基金项目2018MS05063内蒙古自治区高等学校科学研究项目NJZC17407鄂尔多斯应用技术学院科研教研项目KYYB2017019 |
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| 摘 要： | 为预测界面焊钉锈蚀后钢-混组合梁抗弯承载力, 考虑了焊钉锈蚀后其抗剪强度与混凝土黏结强度和有效面积降低对焊钉抗剪承载力的劣化影响, 提出焊钉锈蚀后组合梁抗剪连接度和锈蚀焊钉抗剪承载力系数的概念及其计算公式; 基于塑性简化计算假定, 采用焊钉锈蚀后组合梁抗剪连接度对其抗弯承载力进行折减, 建立了焊钉锈蚀后组合梁正负弯矩区抗弯承载力计算模型, 分析了23根组合梁抗弯承载力试验结果, 验证了计算模型的有效性。试验结果表明: 在焊钉锈蚀率低于10%时, 试验梁正负弯矩区抗弯承载力的试验值与提出公式的理论计算值非常接近, 其中正弯矩区试验值与计算值的平均比值为1.00, 变异系数为0.04, 负弯矩区二者平均比值为1.01, 变异系数为0, 由此可见, 计算结果与试验结果吻合较好。简化计算方法可用作界面焊钉锈蚀率较小情况下钢-混组合梁抗弯承载力定量和定性分析。
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| 关 键 词： | 钢-混组合梁 抗弯承载力 焊钉锈蚀 抗剪连接度 抗剪承载力系数 简化计算方法 |
| 收稿时间： | 2018-10-19 |
Simplified method of calculating flexural capacity of steel-concrete composite beam after stud corrosion |
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| XU Bo,LIU Yong-jian,ZHU Wei-qing,JIANG Lei.Simplified method of calculating flexural capacity of steel-concrete composite beam after stud corrosion[J].Journal of Traffic and Transportation Engineering,2019,19(2):25-35. |
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| Authors: | XU Bo LIU Yong-jian ZHU Wei-qing JIANG Lei |
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| Affiliation: | 1.School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China2.Department of Civil Engineering, Ordos Institute of Technology, Ordos 017000, Inner Mongolia, China |
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| Abstract: | In order to forecast the flexural capacity of steel-concrete composite beam after the interface stud corrosion, the deterioration effects of the reductions of stud shear strength, bonding strength with concrete and stud effective area on the stud shear capacity after corrosion were mainly considered, and the concept and calculation formula of shear connection degree of composite beam and the stud shear capacity coefficient after stud corrosion were proposed. Based on the plasticity simplified calculation assumption, the calculation models of flexural capacity of positive and negative moment regions for the composite beam after stud corrosion were established by adopting the shear connection degree of composite beam after stud corrosion to reduce the composite beam flexural capacity. The test results of 23 composite beams were analyzed, and the validity of the model was verified. Test result shows that when the corrosion rate of stud is less than 10%, the test values of flexural capacity of positive and negative moment regions of the test beam are very close to the theoretical value calculated by the proposed formula. The mean ratio between the test value and the calculated value in the positive moment region is 1.00, and the variation coefficient is 0.04. Their mean ratio in the negative moment region is 1.01, and the variation coefficient is 0. It can be seen that the formula calculation results are in good agreement with the test results, and the simplified calculation method can be used for the quantitative and qualitative analysis on the flexural capacity of steel-concrete composite beams when the corrosion rate of interface stud is small. |
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