锦屏一级水电站论文：锦屏一级水电站左岸坝肩及以上边坡深拉裂岩体力学变形参数研究

锦屏一级水电站论文：锦屏一级水电站左岸坝肩及以上边坡深拉裂岩体力学变形参数研究

【中文摘要】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。

【英文摘要】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.

【关键词】锦屏一级水电站 变形参数 变形监测 参数反演 正交设计

【英文关键词】Jinping I Hydropower Station Deformation parameter Deformation monitoring Parametric inversion Orthogonal design

【目录】锦屏一级水电站左岸坝肩及以上边坡深拉裂岩体力学变形参数研究9-199-10

摘要4-5

Abstract5-6

9-1210-12

第1章 前言1.1.1 工程概况1.2 国内外研

1.1 选题依据及研究意义1.1.2 选题依据和研究意义

究现状12-161.2.1 锦屏一级水电站左岸坝头边坡深拉裂岩

1.2.2 岩体参数反分析的研究现状

16-17

1.3.1 主要研

1.4 完成

体的研究现状12-1414-16

1.3 研究内容与技术路线

究内容16-17的工作量17-1919-30件20-30层岩性22-2325-2728

1.3.2 研究思路及技术路线17第2章 研究区工程地质条件

2.1 区域地质背景19-202.2 坝区工程地质条

2.2.2 地

2.2.1 地形地貌与开挖形态20-22

2.2.3 地质构造23-25

2.2.4 风化卸荷2.2.6 地应力特征

2.2.5 水文地质条件27-282.2.7 地震

28-30

第3章 左岸边坡岩体结构特征

及评价30-5630-35类31-33

3.1 岩体结构及岩体质量分级方法

3.1.2 岩体结构分33-35

3.2 岩性及

3.3.1

3.1.1 工程地质岩组30-313.1.3 岩体质量分级标准

组合特征35-37断层37-4143型44

3.3 边坡结构面发育特征37-433.3.2 层间挤压带41-43

3.3.3 节理裂隙

3.3 深拉裂岩体特征43-483.4.2 深部裂缝地质特征

3.4.1 深部裂缝成因类44-48

3.5 边坡岩体结

构分区和岩体质量分级48-5648-49

3.5.1 边坡岩体结构分区

第4章 现场岩

3.5.2 边坡岩体质量分级49-56

体力学参数测试成果分析56-6256-5757-60

4.1 前期可研阶段试验成果

4.2 施工期岩体力学补充试验成果分析4.2.1 补充试验试验点特征

57-58

4.2.2 补充

第5

试验成果分析58-604.3 边坡岩体取值建议60-62

5.1

章 左岸坝肩及以上边坡深拉裂岩体变形特征62-754462-674267-70

5.1.1 4462-635.2.1 4267-68

5.1.2 44

63-67

5.2 5.3 多

5.2.2 4268-70

点位移计监测成果分析70-7272-74

5.5 小结74-75

75-95

5.4 表观点监测成果分析第6章 左岸坝肩及以上边坡深6.1 FLAC 基本原理

6.2.1 模型范围的78-79

6.2.3 计算

拉裂岩体参数反演75-77界定77-78步骤79-80

6.2 反演模型的建立77-82

6.2.2 地质原型的概化6.2.4 计算参数80-81

6.2.5 边界设置

8182-84

6.2.6 离散化81-826.4 正交试验反演分析

6.3 初始应力场模拟84-89

6.4.1 正交表的

6.4.3 试

确立84-856.4.2 力学参数优化分析85-88

6.5 参数验证

验结果分析及参数预测88-8989-94

6.5.1 施工条件下应力场特征90-91

91-93

6.5.2 施

工条件下变形特征征93-94谢96-9799

6.5.3 剪应变增量及塑性区分布特

结论及建议95-96

致

6.6 小结94-95参考文献97-99

攻读学位期间取得学术成果