非贯穿性节理对岩体单轴抗压强度的影响
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摘要
灵活运用ANSYS/FLAC3D等软件构建含有非贯穿性节理岩体的圆柱体试件。通过对比分析含单一结构面岩石的单轴压缩数值试验结果与已有研究成果,论证了此方法模拟裂隙岩体的合理性。在此基础上,通过模拟不同倾角和尺寸的圆柱体试件的单轴压缩试验,揭示了非贯穿性节理对岩体试件抗压强度的影响,以及含不同倾角的非贯穿性节理岩体单轴抗压强度的尺寸效应特征。当非贯穿性节理倾角为45°~60°时,试件单轴抗压强度存在最小值;当倾角为90°时,试件单轴抗压强度最大,即当非贯穿性节理与岩体受力方向平行时,对岩体单轴抗压强度影响较小;不同尺寸岩体试件单轴抗压强度随非贯穿性节理倾角的变化规律基本一致。含非贯穿性节理的岩体单轴抗压强度受节理倾角的影响较大,其变化规律与含贯穿性节理的岩体相似。除倾角90°岩体外,含非贯穿性节理的岩体单轴抗压强度存在明显的尺寸效应特征。
Simulating cylindrical rock masses specimens containing non- penetrating joints were created by using ANSYS / FLAC3 D software. The method of simulating fractured rock masses was confirmed rationally by comparing the simulating uniaxial compression test results of a rock masses containing a single structural surface with the results of the real rock masses tests had been done before. Based on that,the impact of the non- penetrating joints on the compressive strength of rock mass specimens was revealed and the size effect features of the uniaxial compressive strength of the non- penetrating jointed rock mass with different inclination was revealed by simulating the uniaxial compression tests of the simulating cylindrical specimens with the different sizes and inclinations. When the non- penetrating joint inclinations changes between 45° ~ 60°,the minimum uniaxial compressive strength is present. When the non- penetrating joint inclinations is 90°,the maximum uniaxial compressive strength is present. That is,when the non- penetrating joints is parallel with the stress direction,the impact on the uniaxial compressive strength of a rock mass is lower. The changes pattern of the uniaxial compressive strength with the changes of the non-penetrating joints inclinations is basically the same although the sizes of the rock mass specimens are different. The uniaxial compressive strength of a rock mass containing non- penetrating joints is impacted larger by the joints inclinations. And the changes pattern is similar with the rock mass containing penetrating joints. Except the 90°inclinations rock mass,the uniaxial compressive strength of a rock mass containing non- penetrating joints exists a significant size effect features.
Simulating cylindrical rock masses specimens containing non- penetrating joints were created by using ANSYS / FLAC3 D software. The method of simulating fractured rock masses was confirmed rationally by comparing the simulating uniaxial compression test results of a rock masses containing a single structural surface with the results of the real rock masses tests had been done before. Based on that,the impact of the non- penetrating joints on the compressive strength of rock mass specimens was revealed and the size effect features of the uniaxial compressive strength of the non- penetrating jointed rock mass with different inclination was revealed by simulating the uniaxial compression tests of the simulating cylindrical specimens with the different sizes and inclinations. When the non- penetrating joint inclinations changes between 45° ~ 60°,the minimum uniaxial compressive strength is present. When the non- penetrating joint inclinations is 90°,the maximum uniaxial compressive strength is present. That is,when the non- penetrating joints is parallel with the stress direction,the impact on the uniaxial compressive strength of a rock mass is lower. The changes pattern of the uniaxial compressive strength with the changes of the non-penetrating joints inclinations is basically the same although the sizes of the rock mass specimens are different. The uniaxial compressive strength of a rock mass containing non- penetrating joints is impacted larger by the joints inclinations. And the changes pattern is similar with the rock mass containing penetrating joints. Except the 90°inclinations rock mass,the uniaxial compressive strength of a rock mass containing non- penetrating joints exists a significant size effect features.
引文
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[2]丰正伟,刘新荣,付晏,等.软弱结构面对隧道围岩稳定性的影响研究[J].地下空间与工程学报,2009,5(4):745-749.
[3]夏元友,范卫琴,芮瑞,等.压力分散锚索作用效果的数值模拟分析[J].岩土力学,2008,29(11):3144-3148.
[4]宋惠珍,曾海容,Denisheliot,等.逆冲断层应力场的数值模拟[J].地震地质,1999,21(3):275-282.
[5]吕海波.岩石三维内部裂隙扩展过程的数值模拟研究[D].济南:山东科技大学,2010.
[6]刘刚,龙景奎,王照华.断续节理相互作用的数值模拟[J].采矿与安全工程学报,2007,24(2):155-159.
[7]魏晋龙.岩体强度尺寸效应的数值模拟研究[D].青岛:青岛理工大学,2006.
[8]向文飞.裂隙岩体表征单元体及力学特性尺寸效应研究[D].武汉:武汉大学,2005.
[9]郭靓.节理岩体变形与强度特征的三维数值模拟[D].北京:北京交通大学,2009.
[10]汤大明,杨寿成.岩石单轴抗压强度的尺寸效应研究[J].四川水力发电,2011,30(增刊1):119-122.
[11]郭中华,朱珍德,杨志祥,等.岩石强度特性的单轴压缩试验研究[J].河海大学学报,2002,30(2):93-96.
[12]何忠明,彭振斌,曹平,等.层状岩体单轴压缩室内试验分析与数值模拟[J].中南大学学报:自然科学版,2010,41(5):1906-1912.
[13]梁正昭,唐春安,李厚祥,等.单轴压缩下横观各向同性岩石破裂过程的数值模拟[J].岩土力学,2005,26(1):57-62.
[14]黄兴益,田敏.岩石试件尺寸效应与岩体强度的研究[J].云南冶金,2012,41(2):14-18.
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