特高拱坝建基面岩体选择的工程类比法研究
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摘要
为确定坝高超过200 m的特高拱坝建基面可利用岩体的选择标准,对国内7座特高拱坝建基岩体的利用情况进行了综合评价,通过工程类比法分析了特高拱坝建基面可利用岩体的选择因素,提出了特高拱坝建基面可利用岩体的选择标准。研究表明,特高拱坝及坝基在荷载作用下的破坏模式为压破坏和剪破坏,要求拱坝建基岩体应具有足够的承载能力、抗变形能力、抗剪切能力以及抗滑稳定性。国内特高拱坝建基面可利用岩体的选择主要是以岩体质量分级为综合评价指标,不同坝基部位可选择不同质量级别的岩体;Ⅱ级岩体是特高拱坝的优良的建基岩体,中部建基面可以有效地利用部分Ⅲ1级岩体,上部可适当利用Ⅲ2级岩体;对于特高拱坝坝基,变形模量和黏聚力略大于规范建议值;特高拱坝建基面可利用岩体选择以荷载及应力水平为基础,以拱坝稳定为前提,以变形、强度等力学参数为依据,以岩体质量级别为具体表征,按不同高度分区域进行多因素综合论证和选择。
The criterion for available foundation rock mass of super-high arch dams over 200 meters is proposed through analyzing the factors of selecting available rock mass by engineering analogy method. The utilization of excavated foundation rock mass of seven super-high arch dams in China is investigated. Compression failure and shear failure of super-high arch dams and dam foundations under loading pose requirements on the quality of dam foundation: sufficient bearing capacity,deformation resistance,shear resistance,and anti-sliding stability. In China,classification of rock mass quality is the general evaluation indicator for the selection of foundation rock mass of super-high arch dams. Different qualities of rock mass are required at corresponding positions: class-Ⅱ rock mass is regarded superb for the foundation rock mass of super-high arch dam; class-Ⅲ1 could be used for the middle part of foundation; and class-Ⅲ2 for the upper part. The deformation modulus and cohesive strength of rock mass in practical engineering are larger than the values suggested in specification. In conclusion,the selection of available rock mass for foundation surface of super-high arch dam is a process involving the demonstration of multiple factors on the premise of dam stability with mechanical properties and rock mass quality classification as general evaluation indicators.
The criterion for available foundation rock mass of super-high arch dams over 200 meters is proposed through analyzing the factors of selecting available rock mass by engineering analogy method. The utilization of excavated foundation rock mass of seven super-high arch dams in China is investigated. Compression failure and shear failure of super-high arch dams and dam foundations under loading pose requirements on the quality of dam foundation: sufficient bearing capacity,deformation resistance,shear resistance,and anti-sliding stability. In China,classification of rock mass quality is the general evaluation indicator for the selection of foundation rock mass of super-high arch dams. Different qualities of rock mass are required at corresponding positions: class-Ⅱ rock mass is regarded superb for the foundation rock mass of super-high arch dam; class-Ⅲ1 could be used for the middle part of foundation; and class-Ⅲ2 for the upper part. The deformation modulus and cohesive strength of rock mass in practical engineering are larger than the values suggested in specification. In conclusion,the selection of available rock mass for foundation surface of super-high arch dam is a process involving the demonstration of multiple factors on the premise of dam stability with mechanical properties and rock mass quality classification as general evaluation indicators.
引文
[1]王仁坤.我国特高拱坝的建设成就与技术发展综述[J].水利水电科技进展,2015,35(5):13-19.
[2]SL 282—2003,混凝土拱坝设计规范[S].北京:中国水利水电出版社,2003.
[3]DL/T 5346—2006,混凝土拱坝设计规范[S].北京:中国电力出版社,2007.
[4]GB 50487—2008,水利水电工程地质勘察规范[S].北京:中国计划出版社,2009.
[5]饶宏玲,曾纪全,庞明亮,等.锦屏一级拱坝岩体抗剪强度参数取值研究[J].长江科学院院报,2014,31(11):7-11.
[6]唐忠敏.锦屏一级高拱坝整体稳定分析与评价[J].水电与新能源,2014,28(11):35-41.
[7]胡波,刘观标,吴中如.小湾特高拱坝首蓄期坝体变形特性分析及评价[J].水利水电科技进展,2015,35(6):68-72.
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[9]林鹏,康绳祖,李庆斌,等.溪洛渡拱坝施工期岩体质量评价与大坝稳定分析[J].岩石力学与工程学报,2012,31(10):2042-2052.
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[12]陈昌平.二滩水电站拱坝坝基岩体工程条件[J].水电站设计,1998,14(3):65-71.
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[14]邵敬东,黎满林,刘翔,等.高地震区大岗山水电站拱坝设计[J].水力发电,2015,41(7):34-38.
[15]周维垣,林鹏,周雅能,等.高拱坝基础大垫座及周边缝设置研究[J].岩石力学与工程学报,2008,27(10):1959-1967.
[16]王仁坤.特高拱坝建基面嵌深优化的分析与评价[D].北京:清华大学,2007.
[17]林鹏,王仁坤,康绳祖,等.特高拱坝基础破坏、加固与稳定关键问题研究[J].岩石力学与工程学报,2011,30(10):1945-1958.
[18]张肖,张建海,周钟,等.锦屏一级水电站高拱坝大垫座稳定性研究[J].云南水力发电,2009,25(5):23-27.
[19]董建华,谢和平,张林,等.大岗山双曲拱坝整体稳定性三维地质力学模型试验研究[J].岩石力学与工程学报,2007,26(10):2027-2033.
[2]SL 282—2003,混凝土拱坝设计规范[S].北京:中国水利水电出版社,2003.
[3]DL/T 5346—2006,混凝土拱坝设计规范[S].北京:中国电力出版社,2007.
[4]GB 50487—2008,水利水电工程地质勘察规范[S].北京:中国计划出版社,2009.
[5]饶宏玲,曾纪全,庞明亮,等.锦屏一级拱坝岩体抗剪强度参数取值研究[J].长江科学院院报,2014,31(11):7-11.
[6]唐忠敏.锦屏一级高拱坝整体稳定分析与评价[J].水电与新能源,2014,28(11):35-41.
[7]胡波,刘观标,吴中如.小湾特高拱坝首蓄期坝体变形特性分析及评价[J].水利水电科技进展,2015,35(6):68-72.
[8]何柱,刘耀儒,杨强,等.基于位移反分析的小湾拱坝稳定性评价[J].岩石力学与工程学报,2013,32(11):2242-2249.
[9]林鹏,康绳祖,李庆斌,等.溪洛渡拱坝施工期岩体质量评价与大坝稳定分析[J].岩石力学与工程学报,2012,31(10):2042-2052.
[10]王仁坤,林鹏.溪洛渡特高拱坝建基面嵌深优化的分析与评价[J].岩石力学与工程学报,2008,27(10):2010-2018.
[11]万宗礼,聂德新,杨天俊,等.高拱坝建基岩体研究与实践[M].北京:中国水利水电出版社,2009.
[12]陈昌平.二滩水电站拱坝坝基岩体工程条件[J].水电站设计,1998,14(3):65-71.
[13]陈文理,向能武,王怀球.构皮滩水电站高拱坝建基岩体工程地质研究[J].人民长江,2006,37(3):14-16.
[14]邵敬东,黎满林,刘翔,等.高地震区大岗山水电站拱坝设计[J].水力发电,2015,41(7):34-38.
[15]周维垣,林鹏,周雅能,等.高拱坝基础大垫座及周边缝设置研究[J].岩石力学与工程学报,2008,27(10):1959-1967.
[16]王仁坤.特高拱坝建基面嵌深优化的分析与评价[D].北京:清华大学,2007.
[17]林鹏,王仁坤,康绳祖,等.特高拱坝基础破坏、加固与稳定关键问题研究[J].岩石力学与工程学报,2011,30(10):1945-1958.
[18]张肖,张建海,周钟,等.锦屏一级水电站高拱坝大垫座稳定性研究[J].云南水力发电,2009,25(5):23-27.
[19]董建华,谢和平,张林,等.大岗山双曲拱坝整体稳定性三维地质力学模型试验研究[J].岩石力学与工程学报,2007,26(10):2027-2033.