【作者】 刘伟；

【导师】 林锋；

【作者基本信息】 成都理工大学 ， 地质工程， 2011， 硕士

【摘要】 锦屏一级水电站工程规模巨大,是雅砻江干流下游卡拉至江口段规划的5个梯级电站的龙头梯级。研究区地质条件复杂,岸坡陡峻,伴有强烈的浅表生改造作用,高边坡稳定性问题突出。左岸深拉裂岩体从坝区选址开始一直受到人们的关注,对整个工程安全具有关键作用。本文在坝区地质环境条件和现场调查的基础上,总结深拉裂岩体结构特征,基于边坡变形迹象和变形监测资料分析,采用FLAC3D软件的分析,利用正交试验方法,反演分析深拉裂岩体力学变形参数。具体研究内容及成果如下:(1)在工程地质条件分析的基础上,基于施工地质调查成果,较全面的概括和总结了左岸坝肩及以上边坡深拉裂岩体结构特征,包括岩性及组合特征、结构面的工程地质特征及组合特征,继而对边坡进行岩体结构分区和岩体质量分级,建立了边坡的岩体结构地质模型。(2)通过分析对比可研阶段及施工阶段的岩体变形试验数据,给出了反演模型的岩体力学参数以及深拉裂岩体变形参数的可能范围值。(3)通过对已有的变形和监测资料分析,对边坡控制性结构面有了深入的了解,为地质模型的概化提供了依据,为参数的反演提供了重要的参照。(4)在全面分析左岸坝肩及以上边坡岩体结构、控制性结构面等特征的基础上,经合理概化建立了三维数值分析计算模型,基于正交试验原理,利用FLAC3D软件对深拉裂岩体进行了25次不同参数组合的正演验算,得出深拉裂岩体变形参数取值范围,其中变形模量在1.8~2.3GPa之间,泊松比在0.3~0.32之间,最后基于最优变形参数,对边坡数值分析成果进行了验证性分析,结果表明反演变形参数总体上是比较符合合理的。更多还原

【Abstract】 The large project of Jinping I Hydropower Station was the first step of 5 steps of planning stations from Kala to Jiangkou in the downstream field along Yalongjiang main stream. In researching zone, there were complex geolocial conditons, precipitous bank slope and intense epigenetic reformation. So the stability problem of high slop was remarkable. Deep tensile fracture rock mass had been focused on by people since the stage of dam site selection, which was the key to the whole project safety.Based on geological environment and field investigation, the structure feather of deep tensile fracture rock mass was summarized. By the analysis on deformation phenomena on-site, monitoring data of deformation, simulation of FLAC3D, the parameters of deep tensile rock mass were back analyzed with orthogonal test method. Study contents and achievements were mentioned below:(1) Based on the geological conditions, and the early excavation of slopes and adits, the structure characteristics of deep tensile fracture rock mass of left abutment and above were fully studied, which included characteristics of lithology and lithological association, and characteristics of engineering geology and combination of structural planes. Further, the subarea of rock mass structure and classification of rock mass quality were done, and the rock mass structure model of the slope was established.(2) By the analysis and analogy on the data of rock mass deformation test and acoustic wave test at the stages of feasibility study and construction, rock mass parameter range of inverse model and deformation parameter range of deep tensile rock mass were given.(3) By the analysis on early deformation data and monitoring data, the controlling structural planes were fully understood, which provided foundation to the generalizability of geological model, and provided important reference to parametric inversion.(4) Based on the overall analysis on rock mass structure, and controlling structural planes for the left abutment and above, 3D numerical model was established. By use of simulation analysis of FLAC3D, forward simulation was done 25 times according to different parameter combination. Further more, using the method of orthogonal design, the sensitivity of deformation parameters was analyzed. At last, suitable deformation parameters range to the project was made sure. Modulus of deformation ranged from 1.8 to 2.3, and Poisson ratio ranged from 0.3 to 0.32. A group of parameter combination was selected for the simulation analysis of FLAC3D. It was proved that inversion parameters were in accord with fact as a whole.更多还原