PFC~(2D)模拟研究不同工况的异面非贯通节理对岩体力学性质的影响
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摘要
针对非贯通节理岩体研究中多以共面节理岩体为对象、对异面节理岩体力学性质研究较少的问题,为了更全面的研究非贯通节理岩体的贯通扩展规律,基于直剪模型试验及相关颗粒流理论,利用颗粒离散元数值模拟软件PFC~(2D),研究不同工况的非贯通异面节理岩体。对比异面节理起伏角度、节理倾斜角度(节理与水平剪切方向的夹角)、节理连通率以及试验加载速率和法向应力对异面非贯通节理岩体扩展贯通机理和强度特性的影响。试验结果显示以上五方面对非贯通节理岩体的力学特性影响显著:(1)异面节理的起伏角度越大,非贯通节理岩体的峰值抗剪强度越大,抗剪能力越强。岩体的峰值剪切位移随着节理起伏角度的增大有增大的趋势。(2)非贯通节理岩体的峰值剪切强度、峰值剪切位移会随着试验剪切速率的增大逐渐增大,但增大的速率和幅度会随剪切速率的增大而变小。(3)非贯通节理岩体的峰值抗剪强度会随着法向应力的增大逐渐增大,且增大趋势呈线性。(4)异面节理的连通率越大,非贯通节理岩体的抗剪能力越差,峰值抗剪强度越小。峰值剪切位移亦随连通率的增大而减小,但减小幅度不大。(5)节理的倾角越大,岩体峰值切应力越大,抗剪能力越强。
Natural rock masses exist in the form of different-faced jointed rock masses. In the past studies of Non-persistent joints rock masses, no matter whether it is a physical model or a numerical model, persistent joints rock mass is often treated as the research object. In order to more comprehensively study the penetrative extension law of the rock mass with non-penetrative joints, the rock mass with non-consecutive heterogeneous joints under various working conditions are studied herein with the particle discrete element numerical simulation software PFC~(2 D) in accordance with the direct shear test and the relevant particle flow theory; in which the influences from the undulation angle, the inclination angle(the inclined angle between joint and horizontal shear direction), joint connectivity rate as well as the test loading rate and normal stress on the extension and penetration mechanism and the strength characteristics of the rock mass with non-penetrative joints. The test result shows that the influences from the aspects mentioned above on the mechanical properties of the rock mass with non-penetrative joints are significant:(1) The larger the undulation angle of the heterogeneous joint is, the higher the peak shearing strength of the rock mass with non-penetrative joints is to be, while the stronger the shearing capacity is to be as well. The peak shearing displacement of the rock mass has an increasing trend along with the increase of the undulation angle.(2) The peak shearing strength and the peak shearing displacement of the rock mass with non-penetrative joints are to be gradually increased along with the increase of the test shearing rate, but the increased rate and amplitude are to become smaller along with the increase of the shearing rate.(3) The peak shearing strength of the rock mass with non-penetrative joints is to be gradually increased along with the increase of the normal stress.(4) The larger the connectivity rate of the heterogeneous joint is, the poorer the shearing capacity of the rock mass with non-penetrative joints is to be, while the smaller the peak shearing capacity is to be as well. The peak shearing displacement is also decreased along with the increase of the connectivity rate and the increase exhibits a linear trend.(5) The larger the inclined angle of joint is, the greater the peak shearing stress of the rock mass is to be, while the stronger the shearing capacity is to be as well.
Natural rock masses exist in the form of different-faced jointed rock masses. In the past studies of Non-persistent joints rock masses, no matter whether it is a physical model or a numerical model, persistent joints rock mass is often treated as the research object. In order to more comprehensively study the penetrative extension law of the rock mass with non-penetrative joints, the rock mass with non-consecutive heterogeneous joints under various working conditions are studied herein with the particle discrete element numerical simulation software PFC~(2 D) in accordance with the direct shear test and the relevant particle flow theory; in which the influences from the undulation angle, the inclination angle(the inclined angle between joint and horizontal shear direction), joint connectivity rate as well as the test loading rate and normal stress on the extension and penetration mechanism and the strength characteristics of the rock mass with non-penetrative joints. The test result shows that the influences from the aspects mentioned above on the mechanical properties of the rock mass with non-penetrative joints are significant:(1) The larger the undulation angle of the heterogeneous joint is, the higher the peak shearing strength of the rock mass with non-penetrative joints is to be, while the stronger the shearing capacity is to be as well. The peak shearing displacement of the rock mass has an increasing trend along with the increase of the undulation angle.(2) The peak shearing strength and the peak shearing displacement of the rock mass with non-penetrative joints are to be gradually increased along with the increase of the test shearing rate, but the increased rate and amplitude are to become smaller along with the increase of the shearing rate.(3) The peak shearing strength of the rock mass with non-penetrative joints is to be gradually increased along with the increase of the normal stress.(4) The larger the connectivity rate of the heterogeneous joint is, the poorer the shearing capacity of the rock mass with non-penetrative joints is to be, while the smaller the peak shearing capacity is to be as well. The peak shearing displacement is also decreased along with the increase of the connectivity rate and the increase exhibits a linear trend.(5) The larger the inclined angle of joint is, the greater the peak shearing stress of the rock mass is to be, while the stronger the shearing capacity is to be as well.
引文
[1] 刘远明,刘杰,夏才初.不同节理表面形貌下非贯通节理岩体强度特性直剪试验研究[J].岩土力学,2014,35(5):1269- 1274.
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[4] 刘远明.基于直剪试验的非贯通节理岩体扩展贯通研究[D].上海:同济大学,2007.
[5] LAJTAI E Z.Shear strength of weakness planes in rock[J].International Jour-nal of Rock Mechanics & Mining Science & Geomechanics Abstracts,1969,6(7):499- 515.
[6] 朱维申,梁作元,冯光北,等.节理岩体强度特性的物理模拟及其强度预测分析[C]//葛修润.计算机方法在岩石力学及工程中的应用国际学术讨论文集.武汉:武汉测绘科技大学出版社,1994.
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[11] 刘远明,夏才初.非贯通节理岩体直剪试验研究进展[J].岩土力学,2007,28(8):1719- 1724.
[12] 刘远明,夏才初.非贯通节理岩体直剪贯通模型和强度研究[J].岩土工程学报,2006,25(10):1242- 1247.
[13] 张国凯,李海波,夏祥,等.节理特性对岩体力学性能的影响[J].中南大学学报(自然科学版),2016,47(12):4198- 4205.
[14] 周喻,张怀静,吴顺川,等.节理连通率对岩体力学特性影响的细观研究[J].岩土力学,2015,36(S2):29- 36.
[15] 宋英龙,夏才初,唐志成,等.不同接触状态下粗糙节理剪切强度性质的颗粒流数值模拟和试验验证[J].岩石力学与工程学报,2013,32(10):2028- 2035.
[16] 夏才初,宋英龙,唐志成,等.粗糙节理剪切性质的颗粒流数值模拟[J].岩石力学与工程学报,2012,31(8):1545- 1552.
[17] 刘顺桂,刘海宁,王思敬,等.断续节理直剪试验与PFC2D数值模拟分析[J].岩石力学与工程学报,2008,27(9):1828- 1836.
[18] 周喻,MISRAA,吴顺川,等.岩石节理直剪试验颗粒流宏细观分析[J].岩石力学与工程学报,2012,31(6):1245- 1256.
[19] 唐志成,夏才初,丁增志.非贯通类节理岩体剪切变形规律分析[J].岩土力学,2011,32(8):2353- 2358.
[20] 丁增志.节理表面形貌研究及在非贯通节理岩体强度准则中的应用[D].上海:同济大学,2007.
[21] 李先炜,岩体力学性质[M].北京:煤炭工业出版社,1990.
[2] 夏才初.工程岩体节理力学[M].上海:同济大学出版社,2002.
[3] 刘远明.修正Lajtai岩桥破坏模式研究[C]//中国岩石力学与工程学会.第九届全国岩石力学与工程学术大会论文集.北京:科学出版社,2006:747- 753.
[4] 刘远明.基于直剪试验的非贯通节理岩体扩展贯通研究[D].上海:同济大学,2007.
[5] LAJTAI E Z.Shear strength of weakness planes in rock[J].International Jour-nal of Rock Mechanics & Mining Science & Geomechanics Abstracts,1969,6(7):499- 515.
[6] 朱维申,梁作元,冯光北,等.节理岩体强度特性的物理模拟及其强度预测分析[C]//葛修润.计算机方法在岩石力学及工程中的应用国际学术讨论文集.武汉:武汉测绘科技大学出版社,1994.
[7] 梁作元,朱维申.压剪应力作用下含共面闭合节理岩石材料的剪切破坏准则探讨[C]//朱维申.中国青年学者岩土一程力学及其应用讨论会议论文集.北京:科学出版社,1994.
[8] 白世伟,任伟中,丰定祥,等.共面闭合断续节理岩体强度特性直剪试验研究[J].岩土力学,1999,20(2):10- 16.
[9] 刘远明,夏才初.共面闭合非贯通节理岩体贯通机制和破坏强度准则研究[J].岩石力学与工程学报,2006,25(10):2086- 2091.
[10] 刘远明,夏才初.基于岩桥力学性质弱化机制的非贯通节理岩体直剪试验研究[J].岩石力学与工程学报,2010,29(7):1467- 1472.
[11] 刘远明,夏才初.非贯通节理岩体直剪试验研究进展[J].岩土力学,2007,28(8):1719- 1724.
[12] 刘远明,夏才初.非贯通节理岩体直剪贯通模型和强度研究[J].岩土工程学报,2006,25(10):1242- 1247.
[13] 张国凯,李海波,夏祥,等.节理特性对岩体力学性能的影响[J].中南大学学报(自然科学版),2016,47(12):4198- 4205.
[14] 周喻,张怀静,吴顺川,等.节理连通率对岩体力学特性影响的细观研究[J].岩土力学,2015,36(S2):29- 36.
[15] 宋英龙,夏才初,唐志成,等.不同接触状态下粗糙节理剪切强度性质的颗粒流数值模拟和试验验证[J].岩石力学与工程学报,2013,32(10):2028- 2035.
[16] 夏才初,宋英龙,唐志成,等.粗糙节理剪切性质的颗粒流数值模拟[J].岩石力学与工程学报,2012,31(8):1545- 1552.
[17] 刘顺桂,刘海宁,王思敬,等.断续节理直剪试验与PFC2D数值模拟分析[J].岩石力学与工程学报,2008,27(9):1828- 1836.
[18] 周喻,MISRAA,吴顺川,等.岩石节理直剪试验颗粒流宏细观分析[J].岩石力学与工程学报,2012,31(6):1245- 1256.
[19] 唐志成,夏才初,丁增志.非贯通类节理岩体剪切变形规律分析[J].岩土力学,2011,32(8):2353- 2358.
[20] 丁增志.节理表面形貌研究及在非贯通节理岩体强度准则中的应用[D].上海:同济大学,2007.
[21] 李先炜,岩体力学性质[M].北京:煤炭工业出版社,1990.
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