岩体结构面蠕变损伤机理研究
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摘要
通过对伯格斯模型和西原模型的分析比较,选取西原模型研究岩体结构面的蠕变损伤特性。在τ0<τs情况下,由西原模型推出剪切模量的表达式,以剪切模量为变量定义损伤变量,得到结构面的损伤变量表达式。并以泥岩剪切试验为例,计算了相同正压力作用下的结构面剪切模量和损伤量。结果表明:当τ0<τs时,剪切模量、损伤量均随时间趋于稳定,且结构面蠕变的前两个阶段损伤量较小,而当τ0≥τs时,一段时间后,其损伤量开始突变;剪应力越大,其初始剪切模量越大,随时间降低越快,达到稳定蠕变阶段时降低量也相应越大;剪应力越大,结构面损伤量随时间增长越快,在达到稳定蠕变阶段时,损伤量也越大。
At first,this paper compares the Burgers creep model with the Bingham-Kelvin creep model.Based on the comparison,the Bingham-Kelvin creep model is employed to study the creep damage characteristics of structural plane in rock mass.Under the condition that the shear stress applied on the plane is less than its shear strength(i.e.,τ0<τs),this paper derivates the expression of shear modulus with the Bingham-Kelvin model,and defines a damage variable taking the shear modulus as variable.Based on the shear tests on mudstone,this paper further calculates the shear modulus and damage value of the structural plane under the same normal compressive stress.The results show that:(1) When τ0<τs,the shear modulus and damage value of the structural plane vary little as the time goes,and the damage value of the structural plane is little at the first two phases,and(2) when τ0≥τs,the damage value alters suddenly some time later.The initial shear modulus increases with the increasing in the shear stress,and under higher shear stress,they reduce more quickly with time and decrease more while creep reaches to the stable phase.The creep deformation of structural plane increases with the increasing in shear stress and time,and the damage increases more under higher shear stress when creep attains to the stable phase.
At first,this paper compares the Burgers creep model with the Bingham-Kelvin creep model.Based on the comparison,the Bingham-Kelvin creep model is employed to study the creep damage characteristics of structural plane in rock mass.Under the condition that the shear stress applied on the plane is less than its shear strength(i.e.,τ0<τs),this paper derivates the expression of shear modulus with the Bingham-Kelvin model,and defines a damage variable taking the shear modulus as variable.Based on the shear tests on mudstone,this paper further calculates the shear modulus and damage value of the structural plane under the same normal compressive stress.The results show that:(1) When τ0<τs,the shear modulus and damage value of the structural plane vary little as the time goes,and the damage value of the structural plane is little at the first two phases,and(2) when τ0≥τs,the damage value alters suddenly some time later.The initial shear modulus increases with the increasing in the shear stress,and under higher shear stress,they reduce more quickly with time and decrease more while creep reaches to the stable phase.The creep deformation of structural plane increases with the increasing in shear stress and time,and the damage increases more under higher shear stress when creep attains to the stable phase.
引文
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[4]丁秀丽,刘建,刘雄贞.三峡船闸区硬性结构面蠕变特性试验研究[J].长江科学院院报,2000,17(4):30~33.Ding Xiuli,Liu Jian,Liu Xiongzhen.Experimental study on creepbehaviors of hard structural plane in TGP's permanent lock regions.Journal of Yangtze River Scientific Research Institute,2000,17(4):30~33.
[5]沈明荣,朱根桥.规则齿形结构面的蠕变特性试验研究[J].岩石力学与工程学报,2004,23(2):223~326.Shen Mingrong,Zhu Genqiao.Testing study on creep characteius-tic of regulari dentate discontinuity.Chinese Journal of Rock Me-chanics and Engineering,2000,23(4):30~33.
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[7]何云明,吴德伦.岩质边坡蠕变模型及其蠕变机理研究[A].第八次全国岩石力学与工程学术大会论文集[C].北京:科学出版社,2004,712~717.He Yunming,Wu Delun.Study on the creep model and creepmechanism of rock slope.Proceedings of the 8th Rock Mechanicsand Engineering Conference.Beijing:Science Press,2004,712~717.
[8]吴继敏.工程地质学[M].北京:高等教育出版社,2006.Wu Jimin.Engineering geology.Higner Education Press,2006.
[9]陈有亮.岩体高边坡滑移与失稳的力学分析[J].煤炭学报,2000,25(6):598~601.Chen Youliang.Mechanical analysis of slipping of rock slope.Journal of China Coal Society,2000,25(6):598~601.
[10]杨天鸿,芮勇勤,唐春安,等.抚顺西露天矿蠕动边坡变形特征及稳定性动态分析[J].岩土力学,2004,25(l):153~156.Yang Tianhong,Rui Yongqin,Tang Chun′an,et al..Study ondeformation features and dynamic stability of creeping slope ofFushun West Strip Mine.Rock and Soil Mechanics,2004,25(l):153~156.
[11]张景德,刘培泰,黄成佳.软弱结构面和裂隙岩体直剪破坏机理研究[J].岩土工程学报,1994,16(6):21~29.Zhang Jingde,Liu Peitai,Huang Chengjia.Mechanism for shearfailure of weak structural plane and fissured rock.Chinese Jour-nal of Geotechnical Engineering,1994,16(6):21~29.
[12]李克钢,许江,李树春.三峡库区岩体天然结构面抗剪性能试验研究[J].岩土力学,2005,26(7):1063~1067.Li Kegang,Xu Jiang,Li Shuchun.Study on property of rockmass discontinuity shear strength in Three Gorges reservoir area.Rock and Soil Mechanics,2005,26(7):1063~1067.
[13]刘雄贞.三峡岩体结构面的强度特性及其破坏机制[J].长江科学院院报,1996,13(增刊):10~13.Liu Xiongzhen.Strength properties and fracture mechanism ofThree Gorges'rock mass discontinuity.Journal of Yangtze RiverScientific Research Institute,1996,13(Supplement):10~13.
[14]杜时贵,郭霄,吕建伟.岩体结构面抗剪强度估算方法研究进展[J].金华职业技术学院学报,2004,4(3):1~5.Du Shigui,Guo Xiao,Lv Jianwei.Progress of the study on shearstrength estimation-method of rock joints.Journal of Jinhua Col-lege of Profession and Technology,2004,4(3):1~5.
[15]By P.H.S.W.Kulatilake,Fellow,ASCE,J.Um,B.B.Panda,and N.Nghiem.Development of New Peak Shear-Strength Cri-terion for Anisotropic Rock Joints[J].Journal of EngineeringMechanics,1999,(9):1010~1017.
[16]Julian P.Seidel,Chris M.Haberfield.A theoreticcal model forrock joints subjected to constant normal stiffness direct shear[J].International Journal of Rock Mechanics&Mining Sciences,2002,39:539~553.
[17]浦奎英,范华林.流变损伤模型及其应用[J].河海大学学报.2001,29(增刊):17~20.Pu Kuiying,Fan Hualin.Rheologic damage model and its appli-cation[J].Journal of Hehai University,2001,29(Supple-ment):17~20.
[18]夏熙伦,徐平,丁秀丽.岩石流变特性及高边坡稳定性流变分析[J].岩石力学与工程学报,1996,15(4):312~322.Xia Xilun,Xu Ping,Ding Xiuli.Rheological characterjstics ofrock and stability rheological analysis for high slope.ChineseJournal of Rock Mechanics and Engineering,1996,15(4):312~322.
[19]刘雄.岩石流变学概论[M].北京:地质出版社,1994.Liu Xiong.An Introduction to rock rheology.Beijing:GeologicalPublishing House,1997.
[20]陶波,伍法权,郭改梅,等.西原模型对岩石流变特性的适应性及其参数确定[J].岩石力学与土程学报,2005,24(17):3165~3170.Tao Bo,Wu Faquan,Guo Gaimei,et al..Flexibility of visco-elastoplastic model to rheological characteristics of rock and solu-tion of rheological parameter.Chinese Journal of Rock Mechanicsand Engineering,2005,24(17):3165~3170.
[2]杜时贵.岩体结构面的工程性质[M].北京:地震出版社,1999.Du Shigui.Engineering properties of structural plane of rock mass.Beijing:Earthquake Press,1999.
[3]孙钧.岩土材料流变及其工程应用[M].北京:中国建筑工业出版社,1999.Sun Jun.Rheology of Geomaterials and its engineering applica-tion.Beijing:China Architecture and Building Press,1999.
[4]丁秀丽,刘建,刘雄贞.三峡船闸区硬性结构面蠕变特性试验研究[J].长江科学院院报,2000,17(4):30~33.Ding Xiuli,Liu Jian,Liu Xiongzhen.Experimental study on creepbehaviors of hard structural plane in TGP's permanent lock regions.Journal of Yangtze River Scientific Research Institute,2000,17(4):30~33.
[5]沈明荣,朱根桥.规则齿形结构面的蠕变特性试验研究[J].岩石力学与工程学报,2004,23(2):223~326.Shen Mingrong,Zhu Genqiao.Testing study on creep characteius-tic of regulari dentate discontinuity.Chinese Journal of Rock Me-chanics and Engineering,2000,23(4):30~33.
[6]徐平,夏熙伦.三峡枢纽岩体结构面蠕变模型初步研究[J].长江科学院院报,1992,9(1):42~46.Xi Ping,Xia Xilun.A study on the creep model of rock mass dis-continuity of the Three Gorges Project.Journal of Yangtze RiverScientific Research Institute,1992,9(1):42~46.
[7]何云明,吴德伦.岩质边坡蠕变模型及其蠕变机理研究[A].第八次全国岩石力学与工程学术大会论文集[C].北京:科学出版社,2004,712~717.He Yunming,Wu Delun.Study on the creep model and creepmechanism of rock slope.Proceedings of the 8th Rock Mechanicsand Engineering Conference.Beijing:Science Press,2004,712~717.
[8]吴继敏.工程地质学[M].北京:高等教育出版社,2006.Wu Jimin.Engineering geology.Higner Education Press,2006.
[9]陈有亮.岩体高边坡滑移与失稳的力学分析[J].煤炭学报,2000,25(6):598~601.Chen Youliang.Mechanical analysis of slipping of rock slope.Journal of China Coal Society,2000,25(6):598~601.
[10]杨天鸿,芮勇勤,唐春安,等.抚顺西露天矿蠕动边坡变形特征及稳定性动态分析[J].岩土力学,2004,25(l):153~156.Yang Tianhong,Rui Yongqin,Tang Chun′an,et al..Study ondeformation features and dynamic stability of creeping slope ofFushun West Strip Mine.Rock and Soil Mechanics,2004,25(l):153~156.
[11]张景德,刘培泰,黄成佳.软弱结构面和裂隙岩体直剪破坏机理研究[J].岩土工程学报,1994,16(6):21~29.Zhang Jingde,Liu Peitai,Huang Chengjia.Mechanism for shearfailure of weak structural plane and fissured rock.Chinese Jour-nal of Geotechnical Engineering,1994,16(6):21~29.
[12]李克钢,许江,李树春.三峡库区岩体天然结构面抗剪性能试验研究[J].岩土力学,2005,26(7):1063~1067.Li Kegang,Xu Jiang,Li Shuchun.Study on property of rockmass discontinuity shear strength in Three Gorges reservoir area.Rock and Soil Mechanics,2005,26(7):1063~1067.
[13]刘雄贞.三峡岩体结构面的强度特性及其破坏机制[J].长江科学院院报,1996,13(增刊):10~13.Liu Xiongzhen.Strength properties and fracture mechanism ofThree Gorges'rock mass discontinuity.Journal of Yangtze RiverScientific Research Institute,1996,13(Supplement):10~13.
[14]杜时贵,郭霄,吕建伟.岩体结构面抗剪强度估算方法研究进展[J].金华职业技术学院学报,2004,4(3):1~5.Du Shigui,Guo Xiao,Lv Jianwei.Progress of the study on shearstrength estimation-method of rock joints.Journal of Jinhua Col-lege of Profession and Technology,2004,4(3):1~5.
[15]By P.H.S.W.Kulatilake,Fellow,ASCE,J.Um,B.B.Panda,and N.Nghiem.Development of New Peak Shear-Strength Cri-terion for Anisotropic Rock Joints[J].Journal of EngineeringMechanics,1999,(9):1010~1017.
[16]Julian P.Seidel,Chris M.Haberfield.A theoreticcal model forrock joints subjected to constant normal stiffness direct shear[J].International Journal of Rock Mechanics&Mining Sciences,2002,39:539~553.
[17]浦奎英,范华林.流变损伤模型及其应用[J].河海大学学报.2001,29(增刊):17~20.Pu Kuiying,Fan Hualin.Rheologic damage model and its appli-cation[J].Journal of Hehai University,2001,29(Supple-ment):17~20.
[18]夏熙伦,徐平,丁秀丽.岩石流变特性及高边坡稳定性流变分析[J].岩石力学与工程学报,1996,15(4):312~322.Xia Xilun,Xu Ping,Ding Xiuli.Rheological characterjstics ofrock and stability rheological analysis for high slope.ChineseJournal of Rock Mechanics and Engineering,1996,15(4):312~322.
[19]刘雄.岩石流变学概论[M].北京:地质出版社,1994.Liu Xiong.An Introduction to rock rheology.Beijing:GeologicalPublishing House,1997.
[20]陶波,伍法权,郭改梅,等.西原模型对岩石流变特性的适应性及其参数确定[J].岩石力学与土程学报,2005,24(17):3165~3170.Tao Bo,Wu Faquan,Guo Gaimei,et al..Flexibility of visco-elastoplastic model to rheological characteristics of rock and solu-tion of rheological parameter.Chinese Journal of Rock Mechanicsand Engineering,2005,24(17):3165~3170.
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