摘要
采用有限元方法,初步研究了隧洞在埋深为33,233,433 m时,在Ⅰ～Ⅴ级围岩的受力、塑性变形和位移变化.研究发现,在同一埋深下,随着围岩破碎程度的增加,围岩的受拉区和塑性变形区逐渐从拱顶、底向边墙转移,并可能在边墙处发生拉应力突增现象,突增幅度随埋深的增加而增大.隧洞的拱顶、边墙和拱底都会产生较大位移;随着埋深的增加和岩体的破碎,拱顶和拱肩的位移会超过其他部位.计算结果和已有的模型试验结果相比较,论证了研究方法和结论的合理性.
The tunnel built under the depth of 33,233 and 433 m while located in the rock mass ranging from first grade to fifth grade respectively was analyzed by Finite Element Method with stress distribution, plastic strain and displacement of monitoring points dynamically demonstrated. With the increase of buried depth, the stress and plastic strain grew correspondingly. While under the same buried depth, with the degradation of rock mass properties, the tensile area and plastic strain area relocated from the arch bottom to the side wall, and the tensile stress increased dramatically when the rock mass was degraded to some extent. The buried depth and fractured degree aggravated this trend. The vault, side wall and arch bottom produced considerable displacement, and with the increase of buried depth and fractured degree, the displacement in the vault and spandrel exceeded other positions. In comparison with the existing model experiment,the calculating method and results are verified to be reasonable.
出处
《山东科技大学学报（自然科学版）》
CAS
2013年第6期18-25,共8页
Journal of Shandong University of Science and Technology(Natural Science)
基金
甘肃省建设科技攻关项目(JK2012-20)
关键词
隧洞
埋深
围岩质量
受力分布
塑性变形
tunnel
buried depth
rock mass properties
stress distribution
plastic strain
