丽香铁路中义隧道高地应力软岩大变形控制技术
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摘要
在丽香铁路中义隧道围岩及初期支护变形、破坏特点归纳总结的基础上,结合隧道的区域地质条件,分析了围岩大变形的形成机制。研究表明:丽香铁路中义隧道围岩及初期支护变形、破坏特点是由隧址区地应力最大主应力为水平方向且与隧道轴线接近垂直的特点决定的;围岩大变形主要是由于隧址区强烈的地质构造使围岩完整性遭受严重破坏,围岩破碎,地层赋存较高的构造残余应力引起的。现场实验及施工实践表明:按围岩的工程地质条件、强度应力比及相对位移将大变形分级管理,根据大变形级别选用不同的衬砌断面、支护参数和预留变形量;采用上下台阶、下台阶带仰拱一次开挖方法施工,适当加长边墙系统锚杆和锁脚锚杆,适时进行初期支护补强。
Based on the conclusion that deformation and destruction characteristics of between tunnel rock mass, and combined with the regional geological conditions of the tunnel, this paper analyzed the formation mechanism of large deformation of surrounding rock. Research results show that the maximum principal stress in tunnel zone is horizontal and the stress is nearly perpendicular to the tunnel axis, which determines the characteristics of deformation and destruction between tunnel surrounding rock and primary support. The strong geological structure of the tunnel zone seriously damages the integrity of surrounding rock, the fragmentation of surrounding rock, and the high tectonic residual stress in the stratum, these factors mainly caused the large deformation of surrounding rock. Field experiment and site operation show that effective measures to control large deformation of surrounding rock are as follows. According to the engineering geological conditions, strength-stress ratio and relative displacement of surrounding rock, large deformation classification is good for the management. At different lining section, supporting parameters and deformation allowance could be determined according to the large deformation grade. By using the construction method of the up-and-down bench and lower bench one-time excavation with inverted arch, properly lengthening system anchor bolt on the wall and feet-lock bolt, timely strengthening initial support.
Based on the conclusion that deformation and destruction characteristics of between tunnel rock mass, and combined with the regional geological conditions of the tunnel, this paper analyzed the formation mechanism of large deformation of surrounding rock. Research results show that the maximum principal stress in tunnel zone is horizontal and the stress is nearly perpendicular to the tunnel axis, which determines the characteristics of deformation and destruction between tunnel surrounding rock and primary support. The strong geological structure of the tunnel zone seriously damages the integrity of surrounding rock, the fragmentation of surrounding rock, and the high tectonic residual stress in the stratum, these factors mainly caused the large deformation of surrounding rock. Field experiment and site operation show that effective measures to control large deformation of surrounding rock are as follows. According to the engineering geological conditions, strength-stress ratio and relative displacement of surrounding rock, large deformation classification is good for the management. At different lining section, supporting parameters and deformation allowance could be determined according to the large deformation grade. By using the construction method of the up-and-down bench and lower bench one-time excavation with inverted arch, properly lengthening system anchor bolt on the wall and feet-lock bolt, timely strengthening initial support.
引文
[1] 魏来,刘钦,黄沛.高地应力软岩隧道大变形机理及控制对策研究综述[J].公路,2017,62(7):297-305.
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[11] 丁远振,谭忠盛,马栋.高地应力断层带软岩隧道变形特征与控制措施研究[J].土木工程学报,2017,50(S1):129-134.
[12] 陆鹏源,王静.红层软岩隧洞施工过程围岩大变形特征及其支护[J].水利与建筑工程学报,2015,13(6):70-74.
[13] 刘招伟,王明胜,方俊波.高地应力大变形隧道支护系统的实验研究[J].土木工程学报,2010,43(5):111-116.
[14] 赵喜斌,刘成禹.管式锚杆提高破碎软弱围岩支护效果的理论与实践[J].隧道建设,2009,29(1):1-6.
[15] 赵勇,刘建友,田四明.深埋隧道软弱围岩支护体系受力特征的试验研究[J].岩石力学与工程学报,2011,30(8):1663-1670.
[16] 陈锦涛,韩爱果,任光明.基于应力监测的软岩隧道支护结构稳定性分析[J].水利与建筑工程学报,2018,16(1):178-181.
[2] 何满潮,谢和平,彭苏萍,等.深部开采岩体力学研究[J].岩石力学与工程学报,2005,24(16):2803-2813.
[3] 孙钧,潘晓明.隧道软弱围岩挤压大变形非线性流变力学特性研究[J].岩石力学与工程学报,2012,31(10):1957-1968.
[4] 赵德安,陈志敏,蔡小林,等.中国地应力场分布规律统计分析[J].岩石力学与工程学报,2007,26(6):1265-1271.
[5] 刘成禹,何满潮.深埋隧道地质构造发育段围岩压力的特点[J].岩土力学,2015,35(4):1101-1109.
[6] 张广泽,蒋良文,柴春阳.丽香线金沙江大桥桥位工程地质比选[J].铁道工程学报,2013(10):22-25.
[7] Hoke E, Marinos P. Predicting tunnel squeezing problems in weak heterogeneous rock masses[J]. Tunnels and Tunnelling International, 2000,32(11):45-51.
[8] 李国良,刘志春,朱永全.兰渝铁路高地应力软岩隧道挤压大变形规律及分级标准研究[J].现代隧道技术,2015,52(1):62-68.
[9] 李廷春.毛羽山隧道高地应力软岩大变形施工控制技术[J].现代隧道技术,2011,48(2):58-67.
[10] 张文强,王庆林,李建伟.木寨岭隧道大变形控制技术[J].隧道建设,2010,30(2):157-161.
[11] 丁远振,谭忠盛,马栋.高地应力断层带软岩隧道变形特征与控制措施研究[J].土木工程学报,2017,50(S1):129-134.
[12] 陆鹏源,王静.红层软岩隧洞施工过程围岩大变形特征及其支护[J].水利与建筑工程学报,2015,13(6):70-74.
[13] 刘招伟,王明胜,方俊波.高地应力大变形隧道支护系统的实验研究[J].土木工程学报,2010,43(5):111-116.
[14] 赵喜斌,刘成禹.管式锚杆提高破碎软弱围岩支护效果的理论与实践[J].隧道建设,2009,29(1):1-6.
[15] 赵勇,刘建友,田四明.深埋隧道软弱围岩支护体系受力特征的试验研究[J].岩石力学与工程学报,2011,30(8):1663-1670.
[16] 陈锦涛,韩爱果,任光明.基于应力监测的软岩隧道支护结构稳定性分析[J].水利与建筑工程学报,2018,16(1):178-181.