溪洛渡水电站高拱坝两岸拱肩槽开挖后岩体工程地质评价
|
摘要
溪洛渡水电站在可行性研究阶段选择微风化～新鲜岩体作为拱坝两肩的建基岩体，但在设计阶段，本着安全、可靠、经济、合理的原则，在满足拱坝变形和稳定的控制条件下，对建基面进行优化，将两岸拱座的嵌深平均减小13m左右，两岸拱肩槽坝基可利用岩体主要为弱下风化的Ⅲ_1级岩体，低坝段部分利用到弱上风化的Ⅲ_2级岩体，这对于高坝坝基可利用岩体的标准都是新的、重大的突破，同时也为如何合理对工程地质评价提出了新的尝试和实践。
本论文以溪洛渡水电站两岸拱肩槽为研究对象，通过现场地质调查，全面地获取地质资料，系统地开展多种测试工作，用多种方法分析两岸拱肩槽建基岩体的工程地质综合特征。特别是根据斜坡从表部向斜坡内部(或深部)岩体中的裂隙是由逐渐减少到一基本稳定值，岩体结构呈现散体结构→碎裂结构→镶嵌碎裂结构→次块状结构→块状结构→整体块状的过渡规律。运用这一特征，在将河谷斜坡岩体中大的构造断裂造成的局部岩体碎裂和通道式风化单独处理后，对于同样岩性、早期经历的构造改造相同或相近的岩体，它们在河谷斜坡的风化、卸荷等浅表生改造作用下，裂隙的减少，岩体结构的改变，风化程度的变化、岩级的变化和岩体力学参数的变化是同步发生的，其变化程度也具有对应性。因此，利用上述对应关系，可以用作岩体的多种评价：岩体结构、岩体风化、岩体质量类型以及力学参数。
XiLuoDu hydropower Station chose slightly weathering and new rocks as bedrocks on the two shoulders of the arch dam in the studying period of feasibility. But in the period of designing according to the principles of safety, reliability, thrift and rationalization, on the condition of being satisfied with the deforming of the arch dam and reliability, the surface of the project was optimized and the embedding depth of the two shoulders was cut by about 13m. The usable rocks of arch shoulders' notch are mainlyⅢ_2 ones. If those rocks were used in the parts of low dam it would be a new and great breakthrough forγthe standard of usable rocks in the parts of high dam; and at the same time it also raised new attempt and practice for how to evaluate the geology of the project.
In the essay I take XiLuoDu hydropower station's arch shoulders' notch as researching objects, through geological investigation on the scene I gained all-round information, launch many tests systematically and used many methods to study the overall characters of the notch's rocks. According to the law of the crack in the rocks which lessened gradually to a stable value from the surface to the inner part----rocks' structure being loose→crumbling→inlaid crumbling→,hypo-cubes→,cubes→whole cubes. With the law if it was singly handled part broken rocks by big structural breaking and weathering like a passageway, those changes' level has correspondence including weathering level' change, rock level' change, rocks' mechanic parameter' change on the effect of the weathering on the slop of rivers and valleys. So making use of last several relationship you can have many evaluation on the rocks: structure, weathering type of quality and mechanic parameter.
本论文以溪洛渡水电站两岸拱肩槽为研究对象，通过现场地质调查，全面地获取地质资料，系统地开展多种测试工作，用多种方法分析两岸拱肩槽建基岩体的工程地质综合特征。特别是根据斜坡从表部向斜坡内部(或深部)岩体中的裂隙是由逐渐减少到一基本稳定值，岩体结构呈现散体结构→碎裂结构→镶嵌碎裂结构→次块状结构→块状结构→整体块状的过渡规律。运用这一特征，在将河谷斜坡岩体中大的构造断裂造成的局部岩体碎裂和通道式风化单独处理后，对于同样岩性、早期经历的构造改造相同或相近的岩体，它们在河谷斜坡的风化、卸荷等浅表生改造作用下，裂隙的减少，岩体结构的改变，风化程度的变化、岩级的变化和岩体力学参数的变化是同步发生的，其变化程度也具有对应性。因此，利用上述对应关系，可以用作岩体的多种评价：岩体结构、岩体风化、岩体质量类型以及力学参数。
XiLuoDu hydropower Station chose slightly weathering and new rocks as bedrocks on the two shoulders of the arch dam in the studying period of feasibility. But in the period of designing according to the principles of safety, reliability, thrift and rationalization, on the condition of being satisfied with the deforming of the arch dam and reliability, the surface of the project was optimized and the embedding depth of the two shoulders was cut by about 13m. The usable rocks of arch shoulders' notch are mainlyⅢ_2 ones. If those rocks were used in the parts of low dam it would be a new and great breakthrough forγthe standard of usable rocks in the parts of high dam; and at the same time it also raised new attempt and practice for how to evaluate the geology of the project.
In the essay I take XiLuoDu hydropower station's arch shoulders' notch as researching objects, through geological investigation on the scene I gained all-round information, launch many tests systematically and used many methods to study the overall characters of the notch's rocks. According to the law of the crack in the rocks which lessened gradually to a stable value from the surface to the inner part----rocks' structure being loose→crumbling→inlaid crumbling→,hypo-cubes→,cubes→whole cubes. With the law if it was singly handled part broken rocks by big structural breaking and weathering like a passageway, those changes' level has correspondence including weathering level' change, rock level' change, rocks' mechanic parameter' change on the effect of the weathering on the slop of rivers and valleys. So making use of last several relationship you can have many evaluation on the rocks: structure, weathering type of quality and mechanic parameter.
引文
[1] 范景伟，岩石力学论文集，成都：成都科技大学出版社，1991．
[2] 黄润秋，王士天等．澜沧江小湾水电站高拱坝坝基重大地质问题研究，成都：西南交通大学出版社，1996．
[3] 陈志伟．溪洛渡高拱坝结构特性及坝肩稳定性三维非线性有限元分析(硕士论文)，四川大学，2002．
[4] 聂德新，韩爱果，巨广宏．The study on integrated ofweathering degree ofrock mass．工程地质学报，2002，10(1)：20～25(in Chinese)．
[5] 祁庆和等．水工建筑物[M] ，北京：中国水利水电出版社，2001．
[6] 丁晓唐．高拱坝结构稳定转异和体形优化分析理论和方法(博士论文)，河海大学，2005．
[7] 贾金生，袁玉兰，李铁洁．2003年中国及世界大坝情况，中国水利，2004(13)：25-33．
[8] 陈宗梁．世界超级拱坝，北京：中国电力出版社，1998．
[9] 朱诗鳌．坝工技术史，北京：水利电力出版社，1995．
[10] Kollgaard. E. B, Chadwick. W L, Development of dam engineering in the united states, Pergamon Press, 1988.
[11] Icold, The World Register of Dams. 4th edition Paris, 1988, 1-4.
[12] Veltrop, J. A. "Concrete Arch Dams", Sec. 3, Development of Dam Engineering in the United States, US Committee on Large Dams, 1988.
[13] Copen, M. D. Rouse and Wallace. CxB. "European Practice in Design and Construction of ConcreteDams", US Bureau or Reclamation, February, 1962.
[14] Hollingworth. F, Druyts. RH, Rollcrete. W and M. Some Applications to Dams in South Africa. WaterPower and Dam Construction, 1986, (1).
[15] 韩晓凤．锦屏高拱坝施工期性态分析及整体安全度研究(博士论文)，广西大学，2003．
[16] 柴军瑞，刘浩吾．高拱坝研究新进展，水利水电科技进展，2001，21(6)：111．
[17] 潘家铮，陈式慧．关于高拱坝建设中若干问题的讨论，科技导报，1997(2)：17-19．
[18] 刘洋．高拱坝的强度与稳定性研究(硕十论文)，河海大学，2006．
[19] 汝乃华，姜忠胜．《大坝事故与安全——拱坝》，中国水利水电出版社，1995、10。
[20] P. Londe, The Malpasset Dam Failure, Proc. Int. Workshop on Dam Failure, Elsevier, 1987, pp295-325.
[21] G. A. Kiersch, VajointReservoirDisaster, Civil Engineering, 1964(3), pp32-39.
[22] Lombardi, Kolnbrein dam: an unusual solution for an unusual problem, WaterPower and Dam Construction, 1991, 6, pp31-34.
[23] K. P. Hansen and L. H. Roehm, The Response of Concrete Dams to Earthquakes, Water Power and Dam Construction, 1979, 31(4), pp27-31.
[24] 黄润秋．许模．陈剑平．胡卸文．范留明，复杂岩体结构精细描述及其工程应用，科学出版社[M] ，2004．
[25] 张悼元，王士天，王兰生．工程地质分析原理，地质出版社[M] ，1994．
[26] 谷德振．岩体工程地质力学基础，北京，科学出版社[M] ，1979．
[27] 孙玉科，李建国．岩质边坡稳定的工程地质研究，地质科学[M] ．No．4，1965．
[28] 孙广忠．岩体结构力学，北京，科学出版社[M] ，1998．
[29] 孙广忠．工程地质与地质工程[M] ．地震出版社．1993．
[30] 中华人民共和国国家标准．水利水电工程地质勘察规范(GB50287-99)．
[31] 中华人民共和国国家标准．岩土工程勘察规范(GB50021-2001)．
[32] 中华人民共和国国家标准．锚杆喷射混凝土支护技术规范(GBJ86-85)，1985．
[33] 孔德坊．工程岩土学，地质出版社，1991．
[34] 水利电力部水利水电规划设计院主编．水利水电工程地质手册．北京：水利电力出版社，1985．
[35] W. R. DEARMAN, F. J. BAYNES and T. Y. IRFAN. Engineering Grading of Weathered Granite J. Eng. Geo. 1978, 12: 345～374.
[36] Shen, B. ; Barton, N. Disturbed zone around tunnels in jointed rock masses. International Journal of Rock Mechanics and Mining Sciences &Geomechanics Abstracts, 1997, 34(1): 117～125.
[37] Luke, B. A. , Stokoe, K. H. Ⅱ; Bay, J. A. ; etc. Seismic measurements to investigatedisturbed rock zones. In: Geo-Institute of the ASCE. Proceedings of the 1999 3rd National Conference on Geo-Engineering for Underground Facilities. Urbana, IL, USA: Geotechnical Special Publication, (90): 303～314.
[38] Autio, J. ; Siitari-Kauppi, M. ; Timonen, J. ; etc. Determination of the porosity, permeability and diffusivity of rock in the excavation disturbed zone aroundfull-scale deposition holes using the ~(**)1~(**)4C-PMMA and He-gas methods. In: Proceedings of the 1997 6th International Conference on the Chemistry and Migration Behavior of Actinides and Fission Products in the Geosphere. Sendai, Jpn: Journal of Contaminant Hydrology, 1998, 35(1～3): 19～29.
[39] Sato, T. ; Kikuchi, T. ; Sugihara, K. In-situ experiments on an excavation disturbedzone induced by mechanical excavation in Neogene sedimentary rock at Tono mine, central Japan. Engineering Geology, 2000, 56(1): 97～108.
[40] 聂德新．岩质高边坡岩体变形参数及松弛带厚度研究．地球科学报，2004．6，19(3)：472～477．
[41] 邓建辉，王浩，姜清辉等．利用滑动变形计监测岩石边坡松动区．岩石力学与工程学报，2002，21(2)：180～184．
[42] 复熙伦，周火明，盛谦等．三峡工程船闸高边坡岩体松动区及其性状．长江科学院院报，1999，16(4)：1～5．
[43] 肖世国．岩石高边坡开挖松弛区及加固支挡结构研究．西南交通大学博士论文，2000．6．
[44] 朱焕春．某高边坡岩体声波测试与分析．岩石力学与工程学报，1999．8，18(4)：378～381．
[45] 陈龙．公伯峡水电站古风化岩边坡开挖松弛与锚固措施研究．成都理工大学硕士论文，2002．5
[46] Deere, D. U. , 1964. Technical description of rock cores for engineering purposes. Rock Mech. Engng Geol. 1(1), 17～22.
[47] Barton N. Analysis of rock mass quality and support practice in tunneling and a guide for estimating support requirements. Rock Mechanics, 1974, 6(4): 189～236.
[48] Williamson, D. A. Unified Rock Classification System, Bull. Assoc. Eng. Geol. 1984, 21(3): 345～354.
[49] Arild Palmstrφm. Characterizing Rock Masses by the Rmi for Use in Practical Rock Engineering, part2: Some pratical applications of the Rock Mass index(Rmi). Tunnels and Deep Space. 1996, Vol(3): 287～303.
[50] Hakan Stille, Arild Palmstrφm. Classification as a tool in rock engineering. Tunnelling and Underground Space Technology. 18(2003): 331～345.
[51] Manuel Romana. DMR, a new geomechanics classification for use in dams foundations, adapted from RMR. Reprint for 4th international Symposium on Roller Compacted Concrete(RCC)Dams MADRID2003. P: 1～9.
[52] 杨子文．岩体工程分级—岩石力学的理论与实践．水利电力出版社，1981．
[53] 陈吕彦，王贵荣．各类岩体质量评价方法的相关性探讨．岩石力学与工程学报．2002，21(12)：1894～1900．
[54] 苏生瑞，周志东．溪落渡水电站坝基岩体质量综合分析．人民长江．1998，29(12)： 29～31．
[55] 鲁先元，高鹏飞等．三峡坝基建基面岩体质量验收标准．岩石力学与工程学报．1996，15(增)：599～604．
[56] 工程岩体分级标准(GB50218-95)．北京：中国计划出版社，1995．
[57] Merritt A. H. and Baecher G. B. Site characterization in rock engineering. 22nd U. S. Symp. on Rock Mechanics. 1981, 49-66.
[58] Arild Palmstrom. Rmi-a rock mass characterization system for rock engineering purposes[PH. D. Dissertation] . University of OSLO, 1995.
[59] 王军怀，余永志．三峡工程永久船闸高边坡卸荷松动带变形特点．人民长江，1999．4，30(4)：41～47．
[60] 周明火，盛谦，李维树，肖国强．三峡船闸边坡卸荷扰动区范围及岩体力学性质弱化程度研究．岩土力学与工程学报，2004．4，23(7)：1078～1081．
[61] 石安池，徐卫亚，张贵科．三峡工程永久船闸高边坡岩体卸荷松弛特征研究．岩土力学，2006．5，27(5)：723～729．
[2] 黄润秋，王士天等．澜沧江小湾水电站高拱坝坝基重大地质问题研究，成都：西南交通大学出版社，1996．
[3] 陈志伟．溪洛渡高拱坝结构特性及坝肩稳定性三维非线性有限元分析(硕士论文)，四川大学，2002．
[4] 聂德新，韩爱果，巨广宏．The study on integrated ofweathering degree ofrock mass．工程地质学报，2002，10(1)：20～25(in Chinese)．
[5] 祁庆和等．水工建筑物[M] ，北京：中国水利水电出版社，2001．
[6] 丁晓唐．高拱坝结构稳定转异和体形优化分析理论和方法(博士论文)，河海大学，2005．
[7] 贾金生，袁玉兰，李铁洁．2003年中国及世界大坝情况，中国水利，2004(13)：25-33．
[8] 陈宗梁．世界超级拱坝，北京：中国电力出版社，1998．
[9] 朱诗鳌．坝工技术史，北京：水利电力出版社，1995．
[10] Kollgaard. E. B, Chadwick. W L, Development of dam engineering in the united states, Pergamon Press, 1988.
[11] Icold, The World Register of Dams. 4th edition Paris, 1988, 1-4.
[12] Veltrop, J. A. "Concrete Arch Dams", Sec. 3, Development of Dam Engineering in the United States, US Committee on Large Dams, 1988.
[13] Copen, M. D. Rouse and Wallace. CxB. "European Practice in Design and Construction of ConcreteDams", US Bureau or Reclamation, February, 1962.
[14] Hollingworth. F, Druyts. RH, Rollcrete. W and M. Some Applications to Dams in South Africa. WaterPower and Dam Construction, 1986, (1).
[15] 韩晓凤．锦屏高拱坝施工期性态分析及整体安全度研究(博士论文)，广西大学，2003．
[16] 柴军瑞，刘浩吾．高拱坝研究新进展，水利水电科技进展，2001，21(6)：111．
[17] 潘家铮，陈式慧．关于高拱坝建设中若干问题的讨论，科技导报，1997(2)：17-19．
[18] 刘洋．高拱坝的强度与稳定性研究(硕十论文)，河海大学，2006．
[19] 汝乃华，姜忠胜．《大坝事故与安全——拱坝》，中国水利水电出版社，1995、10。
[20] P. Londe, The Malpasset Dam Failure, Proc. Int. Workshop on Dam Failure, Elsevier, 1987, pp295-325.
[21] G. A. Kiersch, VajointReservoirDisaster, Civil Engineering, 1964(3), pp32-39.
[22] Lombardi, Kolnbrein dam: an unusual solution for an unusual problem, WaterPower and Dam Construction, 1991, 6, pp31-34.
[23] K. P. Hansen and L. H. Roehm, The Response of Concrete Dams to Earthquakes, Water Power and Dam Construction, 1979, 31(4), pp27-31.
[24] 黄润秋．许模．陈剑平．胡卸文．范留明，复杂岩体结构精细描述及其工程应用，科学出版社[M] ，2004．
[25] 张悼元，王士天，王兰生．工程地质分析原理，地质出版社[M] ，1994．
[26] 谷德振．岩体工程地质力学基础，北京，科学出版社[M] ，1979．
[27] 孙玉科，李建国．岩质边坡稳定的工程地质研究，地质科学[M] ．No．4，1965．
[28] 孙广忠．岩体结构力学，北京，科学出版社[M] ，1998．
[29] 孙广忠．工程地质与地质工程[M] ．地震出版社．1993．
[30] 中华人民共和国国家标准．水利水电工程地质勘察规范(GB50287-99)．
[31] 中华人民共和国国家标准．岩土工程勘察规范(GB50021-2001)．
[32] 中华人民共和国国家标准．锚杆喷射混凝土支护技术规范(GBJ86-85)，1985．
[33] 孔德坊．工程岩土学，地质出版社，1991．
[34] 水利电力部水利水电规划设计院主编．水利水电工程地质手册．北京：水利电力出版社，1985．
[35] W. R. DEARMAN, F. J. BAYNES and T. Y. IRFAN. Engineering Grading of Weathered Granite J. Eng. Geo. 1978, 12: 345～374.
[36] Shen, B. ; Barton, N. Disturbed zone around tunnels in jointed rock masses. International Journal of Rock Mechanics and Mining Sciences &Geomechanics Abstracts, 1997, 34(1): 117～125.
[37] Luke, B. A. , Stokoe, K. H. Ⅱ; Bay, J. A. ; etc. Seismic measurements to investigatedisturbed rock zones. In: Geo-Institute of the ASCE. Proceedings of the 1999 3rd National Conference on Geo-Engineering for Underground Facilities. Urbana, IL, USA: Geotechnical Special Publication, (90): 303～314.
[38] Autio, J. ; Siitari-Kauppi, M. ; Timonen, J. ; etc. Determination of the porosity, permeability and diffusivity of rock in the excavation disturbed zone aroundfull-scale deposition holes using the ~(**)1~(**)4C-PMMA and He-gas methods. In: Proceedings of the 1997 6th International Conference on the Chemistry and Migration Behavior of Actinides and Fission Products in the Geosphere. Sendai, Jpn: Journal of Contaminant Hydrology, 1998, 35(1～3): 19～29.
[39] Sato, T. ; Kikuchi, T. ; Sugihara, K. In-situ experiments on an excavation disturbedzone induced by mechanical excavation in Neogene sedimentary rock at Tono mine, central Japan. Engineering Geology, 2000, 56(1): 97～108.
[40] 聂德新．岩质高边坡岩体变形参数及松弛带厚度研究．地球科学报，2004．6，19(3)：472～477．
[41] 邓建辉，王浩，姜清辉等．利用滑动变形计监测岩石边坡松动区．岩石力学与工程学报，2002，21(2)：180～184．
[42] 复熙伦，周火明，盛谦等．三峡工程船闸高边坡岩体松动区及其性状．长江科学院院报，1999，16(4)：1～5．
[43] 肖世国．岩石高边坡开挖松弛区及加固支挡结构研究．西南交通大学博士论文，2000．6．
[44] 朱焕春．某高边坡岩体声波测试与分析．岩石力学与工程学报，1999．8，18(4)：378～381．
[45] 陈龙．公伯峡水电站古风化岩边坡开挖松弛与锚固措施研究．成都理工大学硕士论文，2002．5
[46] Deere, D. U. , 1964. Technical description of rock cores for engineering purposes. Rock Mech. Engng Geol. 1(1), 17～22.
[47] Barton N. Analysis of rock mass quality and support practice in tunneling and a guide for estimating support requirements. Rock Mechanics, 1974, 6(4): 189～236.
[48] Williamson, D. A. Unified Rock Classification System, Bull. Assoc. Eng. Geol. 1984, 21(3): 345～354.
[49] Arild Palmstrφm. Characterizing Rock Masses by the Rmi for Use in Practical Rock Engineering, part2: Some pratical applications of the Rock Mass index(Rmi). Tunnels and Deep Space. 1996, Vol(3): 287～303.
[50] Hakan Stille, Arild Palmstrφm. Classification as a tool in rock engineering. Tunnelling and Underground Space Technology. 18(2003): 331～345.
[51] Manuel Romana. DMR, a new geomechanics classification for use in dams foundations, adapted from RMR. Reprint for 4th international Symposium on Roller Compacted Concrete(RCC)Dams MADRID2003. P: 1～9.
[52] 杨子文．岩体工程分级—岩石力学的理论与实践．水利电力出版社，1981．
[53] 陈吕彦，王贵荣．各类岩体质量评价方法的相关性探讨．岩石力学与工程学报．2002，21(12)：1894～1900．
[54] 苏生瑞，周志东．溪落渡水电站坝基岩体质量综合分析．人民长江．1998，29(12)： 29～31．
[55] 鲁先元，高鹏飞等．三峡坝基建基面岩体质量验收标准．岩石力学与工程学报．1996，15(增)：599～604．
[56] 工程岩体分级标准(GB50218-95)．北京：中国计划出版社，1995．
[57] Merritt A. H. and Baecher G. B. Site characterization in rock engineering. 22nd U. S. Symp. on Rock Mechanics. 1981, 49-66.
[58] Arild Palmstrom. Rmi-a rock mass characterization system for rock engineering purposes[PH. D. Dissertation] . University of OSLO, 1995.
[59] 王军怀，余永志．三峡工程永久船闸高边坡卸荷松动带变形特点．人民长江，1999．4，30(4)：41～47．
[60] 周明火，盛谦，李维树，肖国强．三峡船闸边坡卸荷扰动区范围及岩体力学性质弱化程度研究．岩土力学与工程学报，2004．4，23(7)：1078～1081．
[61] 石安池，徐卫亚，张贵科．三峡工程永久船闸高边坡岩体卸荷松弛特征研究．岩土力学，2006．5，27(5)：723～729．