岩体扰动深度估算的应力场方法
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摘要
针对开挖导致岩体应力场改变、扰动深度估算这一岩体力学的难题,从岩体应力场的变化出发,结合岩体结构面力学特点,推导出岩体卸荷破坏导致岩体破坏的判别公式,为岩体强开挖扰动带深度的确定推导出理论估算公式。以小湾坝基岩体开挖为例,结合判别公式和数值分析结果,对坝基岩体的强开挖扰动带、弱开挖扰动带及应力调整带进行了分析。结果表明,在坝基底部,强开挖扰动带深度为3~5 m,弱开挖扰动带深度为4~10 m,应力调整带深度为10~25 m,其结果与现场钻孔电视探测结果基本吻合。
The stress will be redistributed in the rock mass after excavation,and the deformation of rock mass will be produced to balance the stress adjustment,then the mechanics properties of the rock mass near to the excavation surface will be deteriorated greatly.The formula for evalu-ating the excavation disturbed zone is derived with the method of rock stress redistribution and combined the characteristics of the structural surface of rock masses.Taking Xiaowan dam base excavation as an example,the heavy excavation disturbed zone and the weak excavation disturbed zone are calculated combined with the evaluating formula and numerical simulation.The numer-ical analysis results show that the heavy excavation disturbed zone is about 3~5 m,the weaken excavation disturbed zone is about 4~10 m,and the stress readjusted zone is about 10~25 m.The evaluating results are very close to the detection ones.1 tab,4 figs,19 refs.
The stress will be redistributed in the rock mass after excavation,and the deformation of rock mass will be produced to balance the stress adjustment,then the mechanics properties of the rock mass near to the excavation surface will be deteriorated greatly.The formula for evalu-ating the excavation disturbed zone is derived with the method of rock stress redistribution and combined the characteristics of the structural surface of rock masses.Taking Xiaowan dam base excavation as an example,the heavy excavation disturbed zone and the weak excavation disturbed zone are calculated combined with the evaluating formula and numerical simulation.The numer-ical analysis results show that the heavy excavation disturbed zone is about 3~5 m,the weaken excavation disturbed zone is about 4~10 m,and the stress readjusted zone is about 10~25 m.The evaluating results are very close to the detection ones.1 tab,4 figs,19 refs.
引文
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[14]董学晟.工程岩体分级标准的研究[J].长江科学院院报,1992,9(4):26-30.DONG Xue-sheng.The standard for engineering clas-sification of rock mass[J].Journal of Yangtze RiverScientific Reserch Institute,1999,16(2):26-30.
[15]李建林.卸荷岩体力学[M].北京:中国水利水电出版社,2003.
[16]刘彤.小湾电站坝基岩体卸荷工程地质力学研究[D].北京:中国科学院地质与地球物理研究所,2006.
[17]周小平.节理裂隙岩体卸荷本构理论研究及应用[D].重庆:重庆建筑大学,2000.
[18]晏长根,伍法权,祁生文,等.随机节理岩体变形及强度参数及其尺寸效应的数值模拟研究[J].岩土工程学报,2009,31(6):879-885.YAN Chang-gen,WU Fa-quan,QI Sheng-wen,et al.Deformation and strength parameters and size effectof random jointed rock mass by numerical simulation[J].Chinese Journal of Geotechnical Engineering,2009,31(6):879-885.
[19]国家电力公司昆明勘察设计研究院.小湾坝基21~27坝段物探孔孔内钻孔电视成果[R].昆明:国家电力公司昆明勘察设计研究院,2005.
[2]王思敬.坝基岩体稳定分析[M].北京:科学出版社,1988.
[3]徐嘉谟.金川矿山边坡岩体工程地质力学[M].北京,地震出版社,1998.
[4]中国科学院地质研究所.岩体工程地质力学问题(六):金川露天矿工程地质专辑[M].北京,科学出版社,1985.
[5]哈秋舲,刘国霖.岩石边坡卸荷工程地质研究[M].北京:中国建筑工业出版社,1996.
[6]哈秋舲.三峡工程永久船闸陡高边坡各向异性卸荷岩体力学研究[J].岩石力学与工程学报,2001,20(5):603-618.HA Qiu-ling.Study on the anisotropic unloading rockmass mechanics for the steep-high rock slope of theThree Gorges project permanent ship-locks[J].Chi-nese Journal of Rock Mechanics and Engineering,2001,20(5):603-618.
[7]陈德基,王军怀,余永志,等.三峡永久船闸高边坡稳定性几个问题的分析[J].人民长江,2002,33(6):5-7,13.CHEN De-ji,WANG Jun-huai,YU Yong-zhi,et al.Stability analysis on the high slope of the Three Gor-ges project permanent ship-locks[J].Yangtze River,2002,33(6):5-7,13.
[8]孙钧,凌建明.三峡船闸高边坡岩体的细观损伤及长期稳定性研究[J].岩石力学与工程学报,1997,16(1):1-7.SUN Jun,LING Jian-ming.On meso damage behav-iour and long-term stability of high slope rock of theThree Gorges ship-locks[J].Chinese Journal of RockMechanics and Engineering,1997,16(1):1-7.
[9]刘国霖.节理岩体的卸荷岩体力学理论要点[J].三峡大学学报:自然科学版,2002,24(3):193-197.LIU Guo-lin.Theoretical essentials of unloading rockmass mechanics for joint rock mass[J].Journal ofChina Three Gorges University:Natural Science,2002,24(3):193-197.
[10]张有天,周维垣.岩石高边坡的变形与稳定[M].北京:中国水利水电出版社,1999.
[11]董学晟,田野,邬爱清.水工岩石力学[M].北京:中国水利水电出版社,2004.
[12]董学晟,夏熙伦.三峡工程船闸高边坡历年岩体力学试验成果综合分析[J].长江科学院院报,1999,16(3):29-33.DONG Xue-sheng,XIA Xi-lun.A comprehensive a-nalysis of rock mechanics test results on high rockslope of TGP s lock[J].Journal of Yangtze River Sci-entific Reserch Institute,1999,16(3):29-33.
[13]董学晟,夏熙伦.三峡工程船闸高边坡岩体力学试验研究的历史回顾[J].长江科学院院报,1999,16(2):26-30.DONG Xue-cheng,XIA Xi-lun.A review on researchof rock mechanics of high rock slope for TGP s per-manent lock[J].Journal of Yangtze River ScientificReserch Institute,1999,16(2):26-30.
[14]董学晟.工程岩体分级标准的研究[J].长江科学院院报,1992,9(4):26-30.DONG Xue-sheng.The standard for engineering clas-sification of rock mass[J].Journal of Yangtze RiverScientific Reserch Institute,1999,16(2):26-30.
[15]李建林.卸荷岩体力学[M].北京:中国水利水电出版社,2003.
[16]刘彤.小湾电站坝基岩体卸荷工程地质力学研究[D].北京:中国科学院地质与地球物理研究所,2006.
[17]周小平.节理裂隙岩体卸荷本构理论研究及应用[D].重庆:重庆建筑大学,2000.
[18]晏长根,伍法权,祁生文,等.随机节理岩体变形及强度参数及其尺寸效应的数值模拟研究[J].岩土工程学报,2009,31(6):879-885.YAN Chang-gen,WU Fa-quan,QI Sheng-wen,et al.Deformation and strength parameters and size effectof random jointed rock mass by numerical simulation[J].Chinese Journal of Geotechnical Engineering,2009,31(6):879-885.
[19]国家电力公司昆明勘察设计研究院.小湾坝基21~27坝段物探孔孔内钻孔电视成果[R].昆明:国家电力公司昆明勘察设计研究院,2005.
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