| 钢桥板式加劲肋局部稳定试验与设计方法研究 |
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| 引用本文： | 赵秋,陈鹏,张骏超,蔡威.钢桥板式加劲肋局部稳定试验与设计方法研究[J].中国公路学报,2022,35(6):49-61. |
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| 作者姓名： | 赵秋 陈鹏 张骏超 蔡威 |
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| 作者单位： | 福州大学 土木工程学院, 福建 福州 350108 |
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| 基金项目： | 国家自然科学基金项目(51478120，51108087) |
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| 摘 要： | 板式加劲肋是钢结构桥梁中钢箱、钢塔以及钢拱等结构的基本组成板件,板式加劲肋的局部失稳是其主要的失稳破坏模式。为研究板式加劲肋的局部稳定性能,分别设计了变化板肋厚度与宽度2组板肋局部稳定试件进行轴压试验,并建立相应的有限元分析模型,计入本构关系、残余应力与局部初始几何缺陷对局部稳定性能的影响,得到板式加劲肋与三边简支板的局部稳定简化计算公式。试验与分析结果表明:①当板肋宽厚比小于16时,出现板肋与被加劲板的同时屈曲破坏,反之,则仅出现板肋的局部失稳破坏;②随着板肋宽厚比的增大,试件发生破坏时的失稳变形现象越来越明显,对于变板肋厚度试件,试件极限平均应力随着板肋宽厚比的增大,呈先增大后减小的趋势,对于变板肋宽度试件,极限平均应力随着板肋宽厚比的增大逐步递减;③当相对宽厚比大于0.91时,采用板肋加劲板构件中的板肋所拟合的三次多项式曲线高于其他规范曲线,当相对宽厚比小于0.95时,三边简支一边自由的简化模型所拟合的公式曲线与GB 50017-2017规范曲线、Eurocode 3曲线以及美国AISI规范曲线较为接近,在整个相对宽厚比范围内均高于中国钢桥规范与日本规范曲线;④采用构件中板式加劲肋拟合的公式可以更好地计算实际试件承载力,采用三边简支一边自由的简化模型拟合的公式则更安全,推荐采用三边简支板拟合公式进行计算。
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| 关 键 词： | 桥梁工程 局部稳定 轴压试验 板式加劲肋 数值模拟 设计方法 |
| 收稿时间： | 2021-11-19 |
Local Stability Test and Design Method for Steel Bridge Plate Stiffeners |
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| ZHAO Qiu,CHEN Peng,ZHANG Jun-chao,CAI Wei.Local Stability Test and Design Method for Steel Bridge Plate Stiffeners[J].China Journal of Highway and Transport,2022,35(6):49-61. |
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| Authors: | ZHAO Qiu CHEN Peng ZHANG Jun-chao CAI Wei |
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| Affiliation: | School of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China |
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| Abstract: | Plate stiffeners are the basic components of steel boxes, steel towers, and steel arches in steel structural bridges. Local instability of plate stiffeners is the primary mode of failure. To study the local stability performance of plate stiffeners, two groups of plate-stiffener local-stability specimens with different thicknesses and widths were designed for an axis compression test, and corresponding finite element models were established. The effects of the constitutive relationship, residual stress, and local initial geometric imperfections on the local stability performance were analyzed. Simplified calculation formulas for the local stability of plate stiffeners and a trilateral simply supported plate were obtained. Experimental and analytical results show the following. ① When the width-to-thickness ratio of the plate stiffener is less than 16, simultaneous buckling failure occurs in the plate stiffener and stiffened plate, on the contrary, local buckling failure occurs in the plate stiffener. ② With an increase in the width-to-thickness ratio of the plate stiffener, instability deformation of the specimen becomes increasingly obvious. For the specimen with variable stiffener thickness, the ultimate average stress first increases and then decreases with an increase in the width-to-thickness ratio of the stiffener. For the specimen with a variable stiffener width, the ultimate average stress decreases gradually with an increase in the width-to-thickness ratio. ③ When the relative width-to-thickness ratio exceeds 0.91, the fitted cubic polynomial fitting curve of the plate stiffener in the stiffened plate member is higher than those of other code curves. In addition, when the relative width-to-thickness ratio is less than 0.95, the fitted formula curve of the trilateral simply supported plate approximates those of the GB 50017-2017, Eurocode 3, and American AISI codes. The entire range of relative width-to-thickness ratios is found to be higher than the Chinese and Japanese steel bridge codes. ④ The fitting formula of the plate stiffener in the member can better calculate the bearing capacity of the actual specimen, and the fitting formula of the trilateral simply supported plate is safer. Using the fitting formula of trilateral simply supported plates for calculation is thus recommended. |
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| Keywords: | bridge engineering local stability axis compression test plate stiffener numerical simulation design method |
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