| 高强钢绞线网抗弯加固RC梁剥离承载力计算 |
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| 引用本文： | 黄华, 刘伯权, 贺拴海, 吴涛, 潘元. 高强钢绞线网抗弯加固RC梁剥离承载力计算[J]. 交通运输工程学报, 2012, 12(6): 29-34. doi: 10.19818/j.cnki.1671-1637.2012.06.005 |
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| 作者姓名： | 黄华 刘伯权 贺拴海 吴涛 潘元 |
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| 作者单位： | 1.长安大学 建筑工程学院，陕西 西安 710064;;2.长安大学 公路学院，陕西 西安 710064 |
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| 基金项目： | 国家自然科学基金项目，高等学校博士学科点专项科研基金项目(211，中央高校基本科研业务费专项资金项目，陕西省自然科学基础研究计划项目，中国博士后科学基金项目 |
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| 摘 要： | 为分析高强不锈钢绞线网加固的钢筋混凝土梁抗弯剥离破坏, 以加固梁端部锚固区域的剥离破坏为研究对象, 以8根钢筋混凝土加固梁端部锚固试验为基础, 对计算FRP加固梁和粘贴钢板加固梁端部剥离破坏的Smith和Teng模型进行修正, 建立适合高强钢绞线网加固技术的端部剥离承载力计算模型。以加固梁中部的剥离破坏为研究对象, 取加固梁跨中部位两弯曲裂缝之间的部分为计算单元, 分析钢绞线网的受力状态, 建立加固梁中部剥离破坏的粘结剪应力和剥离正应力计算模型, 提出中部剥离破坏准则, 并对所建立的模型进行了验证。研究结果表明: 端部剥离承载力计算模型上限值取0.57, 与试验相符; 中部剥离承载力模型计算值与试验值仅相差3.77%, 计算模型可行。
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| 关 键 词： | 桥梁工程 高强钢铰线网 抗弯加固 剥离破坏 承载力计算 |
| 收稿时间： | 2012-07-28 |
Debonding bearing capacity calculation of RC beam flexural strengthened with high strength steel wire mesh |
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| HUANG Hua, LIU Bo-quan, HE Shuan-hai, WU Tao, PAN Yuan. Debonding bearing capacity calculation of RC beam flexural strengthened with high strength steel wire mesh[J]. Journal of Traffic and Transportation Engineering, 2012, 12(6): 29-34. doi: 10.19818/j.cnki.1671-1637.2012.06.005 |
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| Authors: | HUANG Hua LIU Bo-quan HE Shuan-hai WU Tao PAN Yuan |
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| Affiliation: | 1. School of Civil Engineering, Chang'an University, Xi'an 710064, Shaanxi, China;;2. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China |
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| Abstract: | In order to research the debonding failure of reinforced concrete(RC) beam flexural strengthened with high strength stainless steel wire mesh, the debonding failure in the anchorage area of strengthened beam plate-end was taken as research object, Smith-Teng model was revised to calculate the debonding failure of beam strengthened with fiber reinforced plastics(FRP) or bonding steel based on anchorage tests at the plate-end of 8 strengthened RC beams. The calculation model of debonding bearing capacity at the plate-end of beam strengthened with high strength steel wire mesh was established. The debonding failure at the middle part of strengthened beam was taken as research object, the middle part between two nearby flexural cracks of RC beam was regarded as arithmetic element, the stress condition of steel wire mesh was analyzed, and the calculation models of bonding shear stress and debonding normal stress at the middle part of strengthened beam were deduced. The debonding criteria at the middle part of strengthened beam were proposed, and the models were validated. Analysis result indicates that the upper limit of the calculation model of debonding bearing capacity at plate-end equals 0.57, it is in accordance with test result. The difference between the value calculated by the model of debonding bearing capacity at the middle part and test result is approximately 3.77%, so the calculation model is feasible. |
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| Keywords: | bridge engineering high strength steel wire mesh flexural strengthening debondingfailure bearing capacity calculation |
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