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以复合材料加固前后的盾构隧道管片为对象,进行了盾构隧道管片在侧向荷载作用下变形能力和极限承载力的整环加载试验,使用图像处理技术对加固前后衬砌圆环管片接缝两侧的位移变化进行了研究。根据加载过程中不同时刻的试验图像,使用粒子图像测速技术得到了不同时刻、不同位置接缝两侧混凝土管片的位移变化情况。结果表明:未加固阶段管片顶部接缝处管片表面位移相对较小,两侧位移变化不相等,封顶块位移大于邻接块位移,加载结束时最大位移发生在封顶块位置;整环加固后,封顶块位移大于邻接块位移,加载结束时裂缝开始扩展;加固前后位移变化幅度大小次序依次是封顶块、标准块、邻接块和底块,破坏最先发生位置是封顶块和邻接块的连接位置;使用复合材料加固后,各处接缝两侧管片位移变化幅度及整体位移变化量均小于加固前,管片承载力增加,强度明显提高。本文结果对研究隧道衬砌破坏机理有一定的参考价值。
Before and after the composite reinforcement of the tunnel shield tunnel object for the shield tunnel segment under lateral load of the deformation capacity and ultimate bearing capacity of the ring loading test using image processing technology before and after the lining of circular pipe reinforcement Displacement changes on both sides of the seams were studied. According to the test images at different times during the loading process, the displacement of the concrete segments on both sides of the seams at different times and locations was obtained using particle image velocimetry. The results show that the displacement of the top surface of the seams is relatively small and the displacement of the two sides is not equal, the displacements of the top block are larger than the displacements of the adjacent blocks, and the maximum displacements occur at the top of the capping block at the end of loading. , The displacement of capping block is larger than the displacement of adjacent block, and the crack begins to expand at the end of loading. The order of magnitude of displacement variation before and after reinforcement is capping block, standard block, adjacent block and bottom block. The damage occurs first, the connection between capping block and adjacent block Position; After the composite material is reinforced, the displacement of the pipe segments on both sides of the joint and the displacement of the whole displacement are less than those before reinforcement, the bearing capacity of the pipe segment increases and the strength of the pipe segment increases obviously. The results of this paper have certain reference value for studying the tunnel lining failure mechanism.