基于硬脆性岩体剥落性状的初始地应力场评估
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摘要
处于高地应力环境的硬岩工程,由于开挖扰动导致围岩应力环境变化,进而发生脆性剥落破坏。线性工程沿洞线地应力场分布受到各种因素的影响,判别沿线地应力分布规律对于施工安全和衬砌支护设计具有重要意义。在介绍初始地应力分布统计规律的基础上,对地下洞室轴线与初始地应力场排布不同组合情况下,围岩二次应力场及偏应力分布规律进行了模拟研究。基于硬脆性岩石破坏准则,推导了考虑硬脆性围岩破坏宏观表征的洞轴平面初始应力场求解公式,对所推导的公式进行了工程验证,结果比较吻合。研究结果可为深埋硬岩隧道工程初始地应力场量值判别及工程支护设计提供一定的借鉴和参考。
Due to change of stress in rock mass during excavation, brittle failure will happen in hard rock engineering with high in-situ stress, such as spalling, rock burst, etc., and the in-situ stress along tunnel axis with linear underground engineering is influenced by various factors. It is important to determine the distribution of in-situ stress for safe construction and lining support design. Based on the introduction of statistical distribution of in-situ stress, stress redistribution and deviatoric stress law of the surrounding rock are simulated under different combinations of tunnels and directions of the principal stress. Based on the failure criterion for brittle rock, a formula for solving the in-situ stress of plane perpendicular to tunnel axis is deduced considering the characteristics of failure of hard rock brittle. The formula is verified by practical engineering with high coherency. The results provide references for the determination of in-situ stress of underground engineering and the design of engineering support.
Due to change of stress in rock mass during excavation, brittle failure will happen in hard rock engineering with high in-situ stress, such as spalling, rock burst, etc., and the in-situ stress along tunnel axis with linear underground engineering is influenced by various factors. It is important to determine the distribution of in-situ stress for safe construction and lining support design. Based on the introduction of statistical distribution of in-situ stress, stress redistribution and deviatoric stress law of the surrounding rock are simulated under different combinations of tunnels and directions of the principal stress. Based on the failure criterion for brittle rock, a formula for solving the in-situ stress of plane perpendicular to tunnel axis is deduced considering the characteristics of failure of hard rock brittle. The formula is verified by practical engineering with high coherency. The results provide references for the determination of in-situ stress of underground engineering and the design of engineering support.
引文
[1]EBERHARDT E.Numerical modelling of three-dimension stress rotation ahead of an advancing tunnel face[J].International Journal of Rock Mechanics and Mining Sciences,2001,38(4):499–518.
[2]刘立鹏,汪小刚,贾志欣,等.掌子面推进过程围岩应力及裂隙发育规律[J].中南大学学报(自然科学版),2013,44(2):764–771.(LIU Li-peng,WANG Xiao-gang,JIA Zhi-xin,et al.Tunnel face advancing on development of stress and microfracture around excavation[J].Journal of Central South University(Science and Technology),2013,44(2):764–771.(in Chinese))
[3]BROWN E T,HOEK E.Trends in relationships between measured in-situ stress and depth[J].International Journal of Rock Mechanics and Mining Sciences&Geomechanics Abstracts,1978,15(4):211–215.
[4]FUCHS K,MüLLER B.World stress map of the earth:a key to tectonic processes and technological applications[J].Naturwissenschaften,2001,88(9):357–371.
[5]TAN C,WANG R,SUN Y,et al.Numerical modelling estimation of the‘tectonic stress plane’(TSP)beneath topography with quasi-U-shaped valleys[J].International Journal of Rock Mechanics and Mining Sciences,2004,41(2):303–310.
[6]SU S,STEPHANSSON O.Effect of a fault on in situ stresses studied by the distinct element method[J].International Journal of Rock Mechanics and Mining Sciences,1999,36(8):1051–1056.
[7]MARTIN C D,KAISER P K,MCCREATH D R.Hoek-Brown parameters for predicting the depth of brittle failure around tunnels[J].Canadian Geotechnical Journal,1999,36(1):136–151.
[8]EDELBRO C.Numerical modelling of observed fallouts in hard rock masses using an instantaneous cohesion-softening friction-hardening model[J].Tunnelling and Underground Space Technology,2009,24(4):398–409.
[9]READ R S,CHANDLER N A,DZIK E J.In situ strength criteria for tunnel design in highly-stressed rock masses[J].International Journal of Rock Mechanics&Mining Sciences,1998,35(3):261–278.
[10]HAJIABDOLMAJID V,KAISER P.Brittleness of rock and stability assessment in hard rock tunneling[J].Tunnelling and Underground Space Technology,2003,18(1):35–48.
[11]黄书岭,冯夏庭,张传庆.脆性岩石广义多轴应变能强度准则及试验验证[J].岩石力学与工程学报,2008,27(1):124–134.(HUANG Shu-ling,FENG Xia-ting,ZHANG Chuan-qing.A new generalized polyaxial strain energy strength criterion of brittle rock and polyaxial test validation[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(1):124–134.(in Chinese))
[12]陆家佑,王昌明.根据岩爆反分析岩体应力研究[J].长江科学院院报,1994,11(3):27–30.(LU Jia-you,WANG Chang-ming.Study on back analysis for stress of rock mass from information of rockbursts[J].Journal of Yangtze River Scientific Research Institute,1994,11(3):27–30.(in Chinese))
[13]翟玉树.对孔壁崩落预测地应力方法的评价[J].河南理工大学学报(自然科学版),2012,30(6):662–667.(ZHAI Yu-shu.Evaluation on method of predicting in-situ stresses by using borehole breakout[J].Journal of Henan Polytechnic University(Natural Science),2012,30(6):662–667.(in Chinese))
[14]HAIMSON B.Micromechanisms of borehole instability leading to breakouts in rocks[J].International Journal of Rock Mechanics and Mining Sciences,2007,44(2):157–173.
[15]景锋,盛谦,张勇慧,等.中国大陆浅层地壳实测地应力分布规律研究[J].岩石力学与工程学报,2007,26(10):2056–2062.(JING Feng,SHENG Qian,ZHANG Yong-hui,et al.Research on distribution rule of shallow crustal geostress in China mainland[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(10):2056–2062.(in Chinese))
[16]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.(ZHAO De-an,CHEN Zhi-min,CAI Xiao-lin,et al.Analysis of distribution rule of geostress in China[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(6):1265–1271.(in Chinese))
[17]朱焕春,陶振宇.不同岩石中地应力分布[J].地震学报,1999,16(1):49–63.(ZHU Huan-chun,TAO Zhen-yu.Geostress distributions in different rocks[J].Acta Seismologic Sinica,1999,16(1):49–63.(in Chinese))
[18]MARTIN C D,MARTINO J B and DZIK E J.Comparison of borehole breakouts from laboratory and field tests[C]//Proceedings of EUROCK’94,SPE/ISRM Rock Mechanics in Petroleum Engineering.Rotterdam:A A Balkema,1994:183–190.
[19]ORTLEPP W D,GAY N C.Performance of an experimental tunnel subjected to stresses ranging from 50 MPa to 230MPa[C]//Proceedings of the ISRM Symposium:Design and Performance of Underground Excavations.London:British Geotechnical Society,1984:337–346.
[20]STACEY T R,DE JONGH C L.Stress fracturing around a deep-level bored tunnel[J].Journal of the South African Institute of Mining and Metallurgy,1977,78(5):124–133.
[21]JIAYOU L,LIHUI D,CHENGJIE Z,et al.The brittle failure of rock around underground openings[C]//Proceedings of the Conference on Rock Mechanics and Rock Physics at Great Depth.Rotterdam:A A Balkema,1989:567–574.
[22]KIRSTEN H A D,KLOKOW J W.Control of fracturing in mine rock passes[C]//Proceedings of the 4th,ISRM Congress on Rock Mechanics.Rotterdam:A A Balkema,1979:203–210.
[2]刘立鹏,汪小刚,贾志欣,等.掌子面推进过程围岩应力及裂隙发育规律[J].中南大学学报(自然科学版),2013,44(2):764–771.(LIU Li-peng,WANG Xiao-gang,JIA Zhi-xin,et al.Tunnel face advancing on development of stress and microfracture around excavation[J].Journal of Central South University(Science and Technology),2013,44(2):764–771.(in Chinese))
[3]BROWN E T,HOEK E.Trends in relationships between measured in-situ stress and depth[J].International Journal of Rock Mechanics and Mining Sciences&Geomechanics Abstracts,1978,15(4):211–215.
[4]FUCHS K,MüLLER B.World stress map of the earth:a key to tectonic processes and technological applications[J].Naturwissenschaften,2001,88(9):357–371.
[5]TAN C,WANG R,SUN Y,et al.Numerical modelling estimation of the‘tectonic stress plane’(TSP)beneath topography with quasi-U-shaped valleys[J].International Journal of Rock Mechanics and Mining Sciences,2004,41(2):303–310.
[6]SU S,STEPHANSSON O.Effect of a fault on in situ stresses studied by the distinct element method[J].International Journal of Rock Mechanics and Mining Sciences,1999,36(8):1051–1056.
[7]MARTIN C D,KAISER P K,MCCREATH D R.Hoek-Brown parameters for predicting the depth of brittle failure around tunnels[J].Canadian Geotechnical Journal,1999,36(1):136–151.
[8]EDELBRO C.Numerical modelling of observed fallouts in hard rock masses using an instantaneous cohesion-softening friction-hardening model[J].Tunnelling and Underground Space Technology,2009,24(4):398–409.
[9]READ R S,CHANDLER N A,DZIK E J.In situ strength criteria for tunnel design in highly-stressed rock masses[J].International Journal of Rock Mechanics&Mining Sciences,1998,35(3):261–278.
[10]HAJIABDOLMAJID V,KAISER P.Brittleness of rock and stability assessment in hard rock tunneling[J].Tunnelling and Underground Space Technology,2003,18(1):35–48.
[11]黄书岭,冯夏庭,张传庆.脆性岩石广义多轴应变能强度准则及试验验证[J].岩石力学与工程学报,2008,27(1):124–134.(HUANG Shu-ling,FENG Xia-ting,ZHANG Chuan-qing.A new generalized polyaxial strain energy strength criterion of brittle rock and polyaxial test validation[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(1):124–134.(in Chinese))
[12]陆家佑,王昌明.根据岩爆反分析岩体应力研究[J].长江科学院院报,1994,11(3):27–30.(LU Jia-you,WANG Chang-ming.Study on back analysis for stress of rock mass from information of rockbursts[J].Journal of Yangtze River Scientific Research Institute,1994,11(3):27–30.(in Chinese))
[13]翟玉树.对孔壁崩落预测地应力方法的评价[J].河南理工大学学报(自然科学版),2012,30(6):662–667.(ZHAI Yu-shu.Evaluation on method of predicting in-situ stresses by using borehole breakout[J].Journal of Henan Polytechnic University(Natural Science),2012,30(6):662–667.(in Chinese))
[14]HAIMSON B.Micromechanisms of borehole instability leading to breakouts in rocks[J].International Journal of Rock Mechanics and Mining Sciences,2007,44(2):157–173.
[15]景锋,盛谦,张勇慧,等.中国大陆浅层地壳实测地应力分布规律研究[J].岩石力学与工程学报,2007,26(10):2056–2062.(JING Feng,SHENG Qian,ZHANG Yong-hui,et al.Research on distribution rule of shallow crustal geostress in China mainland[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(10):2056–2062.(in Chinese))
[16]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.(ZHAO De-an,CHEN Zhi-min,CAI Xiao-lin,et al.Analysis of distribution rule of geostress in China[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(6):1265–1271.(in Chinese))
[17]朱焕春,陶振宇.不同岩石中地应力分布[J].地震学报,1999,16(1):49–63.(ZHU Huan-chun,TAO Zhen-yu.Geostress distributions in different rocks[J].Acta Seismologic Sinica,1999,16(1):49–63.(in Chinese))
[18]MARTIN C D,MARTINO J B and DZIK E J.Comparison of borehole breakouts from laboratory and field tests[C]//Proceedings of EUROCK’94,SPE/ISRM Rock Mechanics in Petroleum Engineering.Rotterdam:A A Balkema,1994:183–190.
[19]ORTLEPP W D,GAY N C.Performance of an experimental tunnel subjected to stresses ranging from 50 MPa to 230MPa[C]//Proceedings of the ISRM Symposium:Design and Performance of Underground Excavations.London:British Geotechnical Society,1984:337–346.
[20]STACEY T R,DE JONGH C L.Stress fracturing around a deep-level bored tunnel[J].Journal of the South African Institute of Mining and Metallurgy,1977,78(5):124–133.
[21]JIAYOU L,LIHUI D,CHENGJIE Z,et al.The brittle failure of rock around underground openings[C]//Proceedings of the Conference on Rock Mechanics and Rock Physics at Great Depth.Rotterdam:A A Balkema,1989:567–574.
[22]KIRSTEN H A D,KLOKOW J W.Control of fracturing in mine rock passes[C]//Proceedings of the 4th,ISRM Congress on Rock Mechanics.Rotterdam:A A Balkema,1979:203–210.
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