猴子岩地下厂房上部开挖监测反馈及预测分析

发布时间：2018-05-26 19:38

本文选题：地下厂房 + 监测　；参考：《地下空间与工程学报》2016年03期

【摘要】：猴子岩地下厂房洞室群规模巨大,其中主厂房、主变室、尾调室跨度分别达到29.2m、18.8 m和23.5 m,厂区挤压破碎带及裂隙密集带发育,实测地应力量级为21.53 MPa~36.43MPa,为高地应力区。笔者采用三维非线性有限元法,根据6个剖面的监测资料,进行了包含岩锚梁岩台的上部第2级开挖跟踪反馈,并对后续第3、4级开挖进行了预测分析。结果表明,猴子岩地下厂房在第2级开挖后洞周变位较大,岩锚梁处最大变位为38.05 mm,塑性区发育深度6.02 m,该计算结果与现场监测结果吻合。预测第3、4级开挖后,边墙处变位分别增至47.26 mm和71.65 mm,塑性区进一步加深达8.4 m,但各洞室间未连通。本次计算为后续施工提供了重要的参考依据,并认为现有条件下地下厂房围岩整体稳定性良好,加固处理措施有效。
[Abstract]:The cavern group of monkey rock underground powerhouse is very large, in which the span of main workshop, main transformer room and tail-adjusting chamber is up to 29.2mt 18.8 m and 23.5 m, respectively. The compressive fracture zone and fissure-dense zone are developed in the plant area. The measured in-situ stress is 21.53 MPA ~ (36.43) MPA, which is a high in-situ stress zone. Based on the monitoring data of six sections, the author used the three-dimensional nonlinear finite element method to carry out the follow-up feedback of the second stage excavation of the upper part containing the rock anchor beam platform, and the prediction and analysis of the follow-up excavation of the third stage and the fourth stage. The results show that the maximum displacement of rock anchor beam is 38.05 mm and the depth of plastic zone is 6.02 m. The calculated results are in good agreement with the field monitoring results. It is predicted that the displacement of the side wall increases to 47.26 mm and 71.65 mm, and the plastic zone is further deepened to 8.4 m after the 3rd stage excavation, but there is no connection between the caverns. This calculation provides an important reference basis for the subsequent construction, and it is considered that the overall stability of surrounding rock of underground powerhouse is good under the existing conditions, and the reinforcement measures are effective.
【作者单位】：兰州市城关区林业局徐家山林场;四川大学水力学及山区河流开发与保护国家重点实验室水利水电学院;中国水电顾问集团成都勘测设计研究院;
【分类号】：TV731.6

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