索风营水电站Dr2危岩体稳定性分析及处治技术研究
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摘要
岩质高陡边坡的失稳形式包括变形和破坏两种形式,主要失稳形式有松动、蠕动、崩塌、滑动、倾倒、溃屈和拉裂等。不同的地形地貌、地质构造、地层岩性、结构类型、结构面特性的岩质高陡边坡,其失稳形式也不同。
岩质高陡边坡的破坏是个复杂的过程,特殊的破坏模式有滑移—拉裂—剪断三段式、阶梯状蠕滑—拉裂式、倾倒变形式、高应力-强卸荷深部破裂式等破坏模式。上述失稳模式可以在时间上或空间上组合,构成组合模式。
岩质高陡边坡的影响因素包括自然因素和人为因素两大部分。自然因素中可细分为地形地貌、地质环境特征和大气降水及地下水三个方面;人为因素则主要是指人类工程活动的影响。
论文以索风营水电站Dr2危岩体加固治理工程为例,在现场调查的基础上对危岩体的稳定性进行了分析评价,结果表明该边坡已处于濒危状态。该边坡原处治措施可概括为“顶戴帽子”,“腰系带子”,“脚穿鞋子”,笔者在调查分析后对原设计方案提出了一些改进措施,使设计方案更趋于合理。
The unstability of the includes distortion and destruction. The main form of unstability includes loose, creep, falling, slip, toppling, buckling and tensile. For different terrain landform, geologic structure, lithology, rock mass structure, characteristic of structural plane of the high steep rock slop , the unstability form is different.
The unstability of the high steep rock slop is a complex process and its model includes slip-tensile-shearing, stepped creeping-tensile, dumpage-distortion , high stress-strong discharge deep tensile. In addition, the above pattern may combines in the time or the space, constitution combination pattern.
The influence factors of the high and steep rocky slope include two factors: the natural factor and the artificial factor. terrain landform, geologic structure, lithology, rock mass structure, characteristic of structural plane, crustal stress and water. The natural factor can be divided into three parts: terrain landform, geologic environment characteristics, atmosphere precipitation and groundwater; the artificial factor mainly means the influence of human engineering activities.
On the basis of site investigation, This thesis takes the reinforced control project of Dr2 dangerous slop of Suofengying as models to study the stability of the high and steep rocky slope. The results indicate that the slope is in imminent unstable state. The original method to deal with this slop can simply summaried as "Wear hat on top", "belt the belt on waist", "puts on the shoe on foot". After analysis, some improvement measures to the original design scheme is put forward, which makes them more reasonable.
岩质高陡边坡的破坏是个复杂的过程,特殊的破坏模式有滑移—拉裂—剪断三段式、阶梯状蠕滑—拉裂式、倾倒变形式、高应力-强卸荷深部破裂式等破坏模式。上述失稳模式可以在时间上或空间上组合,构成组合模式。
岩质高陡边坡的影响因素包括自然因素和人为因素两大部分。自然因素中可细分为地形地貌、地质环境特征和大气降水及地下水三个方面;人为因素则主要是指人类工程活动的影响。
论文以索风营水电站Dr2危岩体加固治理工程为例,在现场调查的基础上对危岩体的稳定性进行了分析评价,结果表明该边坡已处于濒危状态。该边坡原处治措施可概括为“顶戴帽子”,“腰系带子”,“脚穿鞋子”,笔者在调查分析后对原设计方案提出了一些改进措施,使设计方案更趋于合理。
The unstability of the includes distortion and destruction. The main form of unstability includes loose, creep, falling, slip, toppling, buckling and tensile. For different terrain landform, geologic structure, lithology, rock mass structure, characteristic of structural plane of the high steep rock slop , the unstability form is different.
The unstability of the high steep rock slop is a complex process and its model includes slip-tensile-shearing, stepped creeping-tensile, dumpage-distortion , high stress-strong discharge deep tensile. In addition, the above pattern may combines in the time or the space, constitution combination pattern.
The influence factors of the high and steep rocky slope include two factors: the natural factor and the artificial factor. terrain landform, geologic structure, lithology, rock mass structure, characteristic of structural plane, crustal stress and water. The natural factor can be divided into three parts: terrain landform, geologic environment characteristics, atmosphere precipitation and groundwater; the artificial factor mainly means the influence of human engineering activities.
On the basis of site investigation, This thesis takes the reinforced control project of Dr2 dangerous slop of Suofengying as models to study the stability of the high and steep rocky slope. The results indicate that the slope is in imminent unstable state. The original method to deal with this slop can simply summaried as "Wear hat on top", "belt the belt on waist", "puts on the shoe on foot". After analysis, some improvement measures to the original design scheme is put forward, which makes them more reasonable.
引文
[1]崔政权,李宁.边坡工程—理论与实践最新发展[M].北京:中国水利水电出版社,1999
[2]黄润秋,张倬元,王士天.高边坡稳定性的系统工程地质研究[M].成都:成都科技大学出版社,1991
[3]孙玉科等.边坡岩体稳定性分析[M].北京:科学出版社,1988
[4]张有天.岩石高边坡的变形与稳定[M].北京:中国水利水电出版社,1999
[5]丁恩保.金沙江水电开发中的超高陡边坡问题[J].工程地质学报.2000,8(2):131-135
[6]夏元友,李梅.边坡稳定性评价方法研究及发展趋势[J].岩石力学与工程学报,2002,21(7):1087-1091
[7]Griffiths D V,Lane PA.Slope stability analysis by finite elements.Geotechnique[J],1999,49(3):387-403
[8]黄润秋.中国西南岩石高边坡的主要特征及其演化[J].地球科学进展,2005,20(3):292-297
[9]Michalowski R L.Slope stability analysis:a kinematical approach[J].Geotechnique,1995,45(2):283-293
[10]Michalowski R L.Stability charts for uniform slopes[J].J.Geotech.Geoenviron.Eng.,2002,128(4):351-355
[11]中国科学院武汉岩土力学研究所.岩质边坡稳定性的试验研究与计算方法[M],北京:科学出版社,1981
[12]Griffith D V,Lane P A.Slope stability analysis by finite elements.Geotechnique[J],1999,49(3):387-403
[13]Azzoni A,La Barbera G,Zaninetti A.Analysis and Prediction of Rockfalls Using a Mathematical Model[J].International Journal of Rock Mechanics and Mining Science Abstract,1995,32(7):709-724.
[14]孙玉科,姚宝魁,许兵.矿山边披稳定性研究的回顾与展望[J].工程地质学报,1998,6(4):169-173
[15]R.E.Goodman.Methods of Geological Engineering in Discontinuous Rock[J].West Publishing Company,1976
[16]R.E.Goodman D.S.Kieffer.Behavior of rock in slopes[J].Journal of Geotechnical and Geoenvironmental Engineering,2000,8:675-684
[17]邵国建,卓家寿,章青.岩体稳定性分析与评价准则研究[J].岩石力学与工 程学报,2003,22(5):691-696
[18]Nash D.A comparative review of limit equilibrium methods of stability analysis.Slope stability[J],Wiley,New York,1987
[19]周维垣等.岩石高边坡的稳定与治理—岩土工程的回顾与前瞻[J].北京:人民交通出版社,2001
[20]Xu Jin,Chen Mingdong,Li Tianbin,Wang Lansheng.Geomechanical simulation of rockmass deformation and failure on a high dip slope[J].Proceedings of 6th ISL,A.A.Baikema Publisher,1992:601-606
[21]陈昌富,彭振斌.高陡边坡稳定性分析与计算方法[J].西部探矿工程,1995,7(4):31-33
[22]景锋.岩质高边坡稳定性研究[D]:[硕士学位论文].武汉:武汉大学,2004
[23]Zou J Z,Williams D J,Xiong W L.Search for critical slip surfaces based on finite element method[J].Canadian Geotechnical Journal,1995,32:233-246
[24]Zhang X J,Chen W F.Stability analysis of slopes with general nonlinear failure criterion[J].Int.J.Number.Analyst.Meth.Geotech.1987,11(1):33-50
[25]B.Nilsen.New trends in rock slope stability analyses[J].Bulletin of Engineering Geology and the Environment,2000,2:173-178
[26]张倬元,王士天,王兰生著.工程地质分析原理[M].北京:地质出版社,1994
[27]周维垣,孙钧.高等岩石力学[M].北京:水利电力出版社,1990
[28]Kieffer D S.Rock slumping-A compound failure mode of jointed hard rock slopes[D],PhD dissertation,Dept.of Civ.and Envir,Engrg.,University of California Berkeley,Berkeley,Calif.,1998
[29]姚环,郑振,简文彬等.公路岩质高边坡稳定性的综合评价研究[J].岩土工程学报,2006,28(5):558-563
[30]Goodman R E,Kieffer D S.Behavior of rock in slopes[J].J.Geotechincal and Geoenvironmental Engineering,2000,126(8):678-684
[31]王哲.西南山区高等级公路岩质边坡稳定性分级研究[D]:[硕士学位论文].成都:成都理工大学,2004
[32]黄润秋,许强,陶连金等.地质灾害过程模拟与过程控制研究[J].北京:科学出版社,2002
[33]Forlati F,Gioda G,Scavia C.Finite element analysis of a deep-seated slope deformation[J].Rock Mech.RockEng.,2001,32(4):135-159
[34]Agliardi F,Crosta G,Zanchi A..Structure constraints on deep-seated slope deformation kinematics[J].Eng.Geology.,2001,59:83-102
[35]Benko B.,Stead D.The Frank slide:a reexamination of the failure mechanism[J].Can.Geotech.J.,1998,35:299-311
[36]Michalowski R L.Stability of slopes:limit analysis approach[J].Rev.Engng.Geol,1995,10
[37]彭小云.威海-石岛公路高陡边坡稳定性研究[D]:[硕士学位论文].北京:北京科技大学,2001
[38]]M.Singh.Strength and Deformational Behaviour of a Jointed Rock Mass[J].Rock Mechanics and Rock Engineering,2002,35(1):45-64
[39]A.R.Bye.Stability assessment and slope design at Sandsloot open pit [J].International Journal of Rock Mechanics and Mining Sciences,2001,1:449-466
[40]Shi G H.Discontinuous deformation analysis a new numerical model for the static and dynamics of deformable block structure[J].Engineering Computations,1992,9(2):157-168
[41]Louis C.A study of groundwater flow in jointed rock and its influence on the stability of rock masses(Rock Mech.Res.Rep.10)[J].London:Imp.Coll.,1969
[42]翟才旺.水利水电岩质边坡的加固技术综述[J].广西水利水电,2002,11(3):1-4
[43]马连城,郑桂斌.我国水利水电工程高边坡的加固与治理[J].水力发电,2000,1:34-37
[44]邹丽春,汤献良,许晖.小湾拱坝700m高边坡的加固[J].水力发电.2004:249-253
[45]王俊,李小雄,王常敏.水电工程高边坡变形机理与工程治理[J].华北水利水电学院学报.2002,23(4):26-29
[46]蒋忠信,曾令录,李安洪.南昆铁路路基边坡工程技术研究[J].岩石力学与工程学报,2002,21(9):1408-1414
[47]张正雄,张福明,陈玉凤等.山区高等级公路边坡失稳原因分析与对策[J].林业建设,2004,2:34-38
[48]苗国航.我国预应力岩土锚固技术的现状与发展[J].地质与勘探,2003,39(3):91-94
[49]赵长海等.预应力锚固技术[M].北京:中国水利水电出版社,2001
[50]韩贝传,王思敬.边坡倾倒变形的形成机制与影响因素分析[J].工程地质学报,1999,7(3):213-217
[51]罗缵锦.岩质边坡破坏模式初探[J].广东公路交通,2001,71:11-14
[52]冯顺剑,徐礼根,余清仔.高速公路建设中岩质边坡的破坏方式及确保边坡稳定的方法[J1.岩土工程界,2006,9(9):62-65
[53]刘宏,宋建波,向喜琼.缓倾角层状岩质边坡小危岩体失稳破坏模式与稳定性评价[J].岩石力学与工程学报,2006,25(8):1606-1611
[54]徐光明,邹广电,王年香.倾斜基岩上的边坡破坏模式和稳定性分析[J].岩土力学,2004,25(5):703-708
[55]王哲,石豫川,柴贺军等.山区公路边坡岩体结构特征及其对边坡稳定性影响浅析[J].地质灾害与环境保护,2004,15(2):78-81
[56]彭小云,张婷,秦龙.高陡边坡稳定性的影响因素分析[J].西北建筑工程学院学报(自然科学版),2002,19(3):14-17
[2]黄润秋,张倬元,王士天.高边坡稳定性的系统工程地质研究[M].成都:成都科技大学出版社,1991
[3]孙玉科等.边坡岩体稳定性分析[M].北京:科学出版社,1988
[4]张有天.岩石高边坡的变形与稳定[M].北京:中国水利水电出版社,1999
[5]丁恩保.金沙江水电开发中的超高陡边坡问题[J].工程地质学报.2000,8(2):131-135
[6]夏元友,李梅.边坡稳定性评价方法研究及发展趋势[J].岩石力学与工程学报,2002,21(7):1087-1091
[7]Griffiths D V,Lane PA.Slope stability analysis by finite elements.Geotechnique[J],1999,49(3):387-403
[8]黄润秋.中国西南岩石高边坡的主要特征及其演化[J].地球科学进展,2005,20(3):292-297
[9]Michalowski R L.Slope stability analysis:a kinematical approach[J].Geotechnique,1995,45(2):283-293
[10]Michalowski R L.Stability charts for uniform slopes[J].J.Geotech.Geoenviron.Eng.,2002,128(4):351-355
[11]中国科学院武汉岩土力学研究所.岩质边坡稳定性的试验研究与计算方法[M],北京:科学出版社,1981
[12]Griffith D V,Lane P A.Slope stability analysis by finite elements.Geotechnique[J],1999,49(3):387-403
[13]Azzoni A,La Barbera G,Zaninetti A.Analysis and Prediction of Rockfalls Using a Mathematical Model[J].International Journal of Rock Mechanics and Mining Science Abstract,1995,32(7):709-724.
[14]孙玉科,姚宝魁,许兵.矿山边披稳定性研究的回顾与展望[J].工程地质学报,1998,6(4):169-173
[15]R.E.Goodman.Methods of Geological Engineering in Discontinuous Rock[J].West Publishing Company,1976
[16]R.E.Goodman D.S.Kieffer.Behavior of rock in slopes[J].Journal of Geotechnical and Geoenvironmental Engineering,2000,8:675-684
[17]邵国建,卓家寿,章青.岩体稳定性分析与评价准则研究[J].岩石力学与工 程学报,2003,22(5):691-696
[18]Nash D.A comparative review of limit equilibrium methods of stability analysis.Slope stability[J],Wiley,New York,1987
[19]周维垣等.岩石高边坡的稳定与治理—岩土工程的回顾与前瞻[J].北京:人民交通出版社,2001
[20]Xu Jin,Chen Mingdong,Li Tianbin,Wang Lansheng.Geomechanical simulation of rockmass deformation and failure on a high dip slope[J].Proceedings of 6th ISL,A.A.Baikema Publisher,1992:601-606
[21]陈昌富,彭振斌.高陡边坡稳定性分析与计算方法[J].西部探矿工程,1995,7(4):31-33
[22]景锋.岩质高边坡稳定性研究[D]:[硕士学位论文].武汉:武汉大学,2004
[23]Zou J Z,Williams D J,Xiong W L.Search for critical slip surfaces based on finite element method[J].Canadian Geotechnical Journal,1995,32:233-246
[24]Zhang X J,Chen W F.Stability analysis of slopes with general nonlinear failure criterion[J].Int.J.Number.Analyst.Meth.Geotech.1987,11(1):33-50
[25]B.Nilsen.New trends in rock slope stability analyses[J].Bulletin of Engineering Geology and the Environment,2000,2:173-178
[26]张倬元,王士天,王兰生著.工程地质分析原理[M].北京:地质出版社,1994
[27]周维垣,孙钧.高等岩石力学[M].北京:水利电力出版社,1990
[28]Kieffer D S.Rock slumping-A compound failure mode of jointed hard rock slopes[D],PhD dissertation,Dept.of Civ.and Envir,Engrg.,University of California Berkeley,Berkeley,Calif.,1998
[29]姚环,郑振,简文彬等.公路岩质高边坡稳定性的综合评价研究[J].岩土工程学报,2006,28(5):558-563
[30]Goodman R E,Kieffer D S.Behavior of rock in slopes[J].J.Geotechincal and Geoenvironmental Engineering,2000,126(8):678-684
[31]王哲.西南山区高等级公路岩质边坡稳定性分级研究[D]:[硕士学位论文].成都:成都理工大学,2004
[32]黄润秋,许强,陶连金等.地质灾害过程模拟与过程控制研究[J].北京:科学出版社,2002
[33]Forlati F,Gioda G,Scavia C.Finite element analysis of a deep-seated slope deformation[J].Rock Mech.RockEng.,2001,32(4):135-159
[34]Agliardi F,Crosta G,Zanchi A..Structure constraints on deep-seated slope deformation kinematics[J].Eng.Geology.,2001,59:83-102
[35]Benko B.,Stead D.The Frank slide:a reexamination of the failure mechanism[J].Can.Geotech.J.,1998,35:299-311
[36]Michalowski R L.Stability of slopes:limit analysis approach[J].Rev.Engng.Geol,1995,10
[37]彭小云.威海-石岛公路高陡边坡稳定性研究[D]:[硕士学位论文].北京:北京科技大学,2001
[38]]M.Singh.Strength and Deformational Behaviour of a Jointed Rock Mass[J].Rock Mechanics and Rock Engineering,2002,35(1):45-64
[39]A.R.Bye.Stability assessment and slope design at Sandsloot open pit [J].International Journal of Rock Mechanics and Mining Sciences,2001,1:449-466
[40]Shi G H.Discontinuous deformation analysis a new numerical model for the static and dynamics of deformable block structure[J].Engineering Computations,1992,9(2):157-168
[41]Louis C.A study of groundwater flow in jointed rock and its influence on the stability of rock masses(Rock Mech.Res.Rep.10)[J].London:Imp.Coll.,1969
[42]翟才旺.水利水电岩质边坡的加固技术综述[J].广西水利水电,2002,11(3):1-4
[43]马连城,郑桂斌.我国水利水电工程高边坡的加固与治理[J].水力发电,2000,1:34-37
[44]邹丽春,汤献良,许晖.小湾拱坝700m高边坡的加固[J].水力发电.2004:249-253
[45]王俊,李小雄,王常敏.水电工程高边坡变形机理与工程治理[J].华北水利水电学院学报.2002,23(4):26-29
[46]蒋忠信,曾令录,李安洪.南昆铁路路基边坡工程技术研究[J].岩石力学与工程学报,2002,21(9):1408-1414
[47]张正雄,张福明,陈玉凤等.山区高等级公路边坡失稳原因分析与对策[J].林业建设,2004,2:34-38
[48]苗国航.我国预应力岩土锚固技术的现状与发展[J].地质与勘探,2003,39(3):91-94
[49]赵长海等.预应力锚固技术[M].北京:中国水利水电出版社,2001
[50]韩贝传,王思敬.边坡倾倒变形的形成机制与影响因素分析[J].工程地质学报,1999,7(3):213-217
[51]罗缵锦.岩质边坡破坏模式初探[J].广东公路交通,2001,71:11-14
[52]冯顺剑,徐礼根,余清仔.高速公路建设中岩质边坡的破坏方式及确保边坡稳定的方法[J1.岩土工程界,2006,9(9):62-65
[53]刘宏,宋建波,向喜琼.缓倾角层状岩质边坡小危岩体失稳破坏模式与稳定性评价[J].岩石力学与工程学报,2006,25(8):1606-1611
[54]徐光明,邹广电,王年香.倾斜基岩上的边坡破坏模式和稳定性分析[J].岩土力学,2004,25(5):703-708
[55]王哲,石豫川,柴贺军等.山区公路边坡岩体结构特征及其对边坡稳定性影响浅析[J].地质灾害与环境保护,2004,15(2):78-81
[56]彭小云,张婷,秦龙.高陡边坡稳定性的影响因素分析[J].西北建筑工程学院学报(自然科学版),2002,19(3):14-17