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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。
In order to analyze the flexural-spalling failure of reinforced concrete beams strengthened by high-strength stainless steel stranded wire mesh, taking the peel-off failure of the anchorage zone at the end of the reinforced beam as the research object, based on the anchorage test of eight reinforced concrete beams, The modified Smith and Teng models of the end-of-the-wall steel reinforcement beam are modified to establish the end-peel bearing capacity model suitable for the reinforcement of high strength steel wire mesh. Taking the stripping failure in the middle part of the reinforced beam as the research object, taking the part between the two curved cracks in the middle part of the reinforcing beam as the calculating unit, the stress state of the steel wire mesh is analyzed and the bond shear stress Peel off the normal stress calculation model, put forward the central stripping failure criterion, and verify the established model. The results show that the upper limit value of the calculation model of end-peel capacity is 0.57, which is consistent with the experiment. The calculated value of the middle peel-off bearing capacity model is only 3.77% of the experimental value, and the calculation model is feasible.