深部变形破裂岩体变形模量研究
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摘要
以叶巴滩水电站深部变形破裂岩体为研究对象,开展深部变形破裂波速测试和现场变形试验,通过对相关动静试验结果进行分析,推导出波速与变形模量之间的关系,并据此评价了深部变形破裂岩体变形模量。研究表明:轻微松弛型深部破裂岩体变形模量平均值为17.22 GPa,损伤大多不超过50%;中等松弛型深部破裂岩体变形模量平均值为12.02GPa,损伤为40%~70%;强烈松弛型深部破裂岩体变形模量平均值为7.3GPa,损伤超过50%。
In this paper,deep-seated crack rock mass of Yabaitan Hydropower Station is taken as the research object,and wave velocity test and field deformation test were carried out,through the dynamic and static test,the relationship between the velocity and the modulus of deformation is obtained and modulus of deformation of rock mass including deep-seated crack is evaluated.The results show that the average modulus of deformation of rock mass including weak relaxed deep-seated crack is 17.22 GPa,and damage degree is less than 50%.The average modulus of deformation of rock mass including moderate relaxed deep-seated crack is 12.02 GPa,damage degree between 40%and 70%.The average modulus of deformation of rock mass including intense relaxed deep-seated crack is 7.3 GPa and damage degree is more than 50%.
In this paper,deep-seated crack rock mass of Yabaitan Hydropower Station is taken as the research object,and wave velocity test and field deformation test were carried out,through the dynamic and static test,the relationship between the velocity and the modulus of deformation is obtained and modulus of deformation of rock mass including deep-seated crack is evaluated.The results show that the average modulus of deformation of rock mass including weak relaxed deep-seated crack is 17.22 GPa,and damage degree is less than 50%.The average modulus of deformation of rock mass including moderate relaxed deep-seated crack is 12.02 GPa,damage degree between 40%and 70%.The average modulus of deformation of rock mass including intense relaxed deep-seated crack is 7.3 GPa and damage degree is more than 50%.
引文
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[15]宋彦辉,巨广宏,孙苗.岩体波速与坝基岩体变形模量关系[J].岩土力学,2011,32(5):1507-1512.
[16]李攀峰,崔长武,陈奎,等.高拱坝浇筑后河床坝基综合变形模量取值研究[J].长江科学院院报,2014,31(11):17-21.
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[18]李雷,闫思泉.云南石门坎水电站坝基岩体变形模量与波速相关关系研究[J].水利规划与设计,2015(12):49-51.
[19]江小兵,张浩博.有限元计算中土的变形模量取值探讨[J].水利与建筑工程学报,2017,15(5):236-240.
[20]刘恋嘉,赵其华,韩刚.叶巴滩水电站坝址区深部变形破裂特征[J].岩土工程学报,2017,39(3):501-507.
[2]陈鸿.大渡河中下游典型岸坡深部裂缝形成机制及工程效应研究[D].成都:成都理工大学,2005.
[3]喻豪俊,陈继彬,丁梓涵,等.桩径对山区输电线塔基础抗震性能影响分析[J].水利与建筑工程学报,2015,13(4):101-106.
[4]刘光廷,胡昱,李鹏辉.软岩遇水软化膨胀特性及其对拱坝的影响[J].岩石力学与工程学报,2006,25(9):1730-1734.
[5]周杨.强风化泥岩地层浅层平板载荷试验确定基床系数及变形模量方法探讨[J].铁道勘察,2016,42(6):67-69.
[6]文松霖,胡汉兵.利用扁铲试验成果外推粉细砂层深部承载力参数[J].土工基础,2008,22(5):14-17.
[7]吴兴春,王思敬,丁恩保.岩体变形模量随深度的变化关系[J].岩石力学与工程学报,1998,17(5):487-487.
[8]徐赔,陈有亮,王苏然,等.单裂隙岩石高温作用下的力学性能分析[J].水资源与水工程学报,2016,27(2):216-222.
[9]冯国栋.姚河坝水电站岩体纵波速度与静变形模量相关关系的探讨[J].水电工程研究,1993(1):49-54.
[10]Chun B S,Lee Y J,Seo D D,et al.Correlation deformation modulus by PMT with RMR and rock mass condition[J].Tunnelling&Underground Space Technology,2006,21(3/4):231-232.
[11]卢书强,许模.基于GSI系统的岩体变形模量取值及应用[J].岩石力学与工程学报,2009,28(A01):2736-2742.
[12]Barton N.Some new Q-value correlations to assist in site characterisation and tunnel design[J].International Journal of Rock Mechanics&Mining Sciences,2002,39(2):185-216.
[13]Gardner W S.Design of drilled piers in the Atlantic Piedmont[C]//Foundations and Excavations in Decomposed Rock of the Piedmont Province.ASCE,2015:62-86.
[14]周洪福,聂德新,王春山.水电工程坝基玄武岩体波速与变形模量关系[J].地球科学,2015,40(11):1904-1912.
[15]宋彦辉,巨广宏,孙苗.岩体波速与坝基岩体变形模量关系[J].岩土力学,2011,32(5):1507-1512.
[16]李攀峰,崔长武,陈奎,等.高拱坝浇筑后河床坝基综合变形模量取值研究[J].长江科学院院报,2014,31(11):17-21.
[17]彭辉,刘德富,陈和春.锦屏拱坝基础变形模量多目标非线性规划研究[J].中国农村水利水电,2005(11):62-65.
[18]李雷,闫思泉.云南石门坎水电站坝基岩体变形模量与波速相关关系研究[J].水利规划与设计,2015(12):49-51.
[19]江小兵,张浩博.有限元计算中土的变形模量取值探讨[J].水利与建筑工程学报,2017,15(5):236-240.
[20]刘恋嘉,赵其华,韩刚.叶巴滩水电站坝址区深部变形破裂特征[J].岩土工程学报,2017,39(3):501-507.