西藏怒江俄米水电站格日边坡变形机制及稳定性分析
发布时间：2019-05-19 00:12
【摘要】：西藏怒江格日边坡位于俄米水电站下游约1000m处，相对高程很高，顺怒江长度约2290m，为怒江上游的特大型高陡岩质顺向边坡。由于格日边坡与坝址区的直线距离较近，如果其发生不稳滑动以致堵江，水位线将会高于地下厂房的最低高程，从而造成破坏。研究区出露的岩体主要为古米组（C31g）变质粉细砂岩及千枚状板岩、超基性岩浆岩及第四系堆积物。格日边坡的变形破坏机制及其稳定性问题对电站工程建设的安全起着重要的影响，这些问题的解决对于及早提出针对性的防护对策具有重要意义。 本论文主要研究格日边坡各分区的变形机制及稳定性，次要研究格日边坡倾倒变形体、滑坡在不良工况下的破坏模式，滑速计算以及堵江影响。在分析研究区的地质背景条件上，掌握研究区倾倒变形体以及滑坡的发育情况与规模、分区特征，变形特征。通过现场勘查与平硐钻孔资料推测出个分区的底部分界特征。结合格日边坡的基本特征，对其变形影响因素，破坏机制以及成因机制进行分析。利用二维有限元数值分析法对格日边坡各分区的应力场进行分析研究。采用不平衡推力传递系数法与二维有限元数值分析法对格日边坡各分区的稳定性进行计算与评价。采用潘家铮法对不良工况下格日边坡失稳后的滑速进行计算分析，并对堵江高度进行计算分析。 通过对格日边坡各分区基本特征的分析研究，可以看出其变形破坏较为明显，多为倾倒-弯曲，倾倒-折断。倾倒变形体的发展过程为河流下切、应力集中阶段，初期卸荷阶段，倾倒-弯曲阶段，倾倒-拉裂阶段，形成贯通面阶段。而滑坡是由倾倒变形体进一步发展而形成的，其失稳机制为弯曲-拉裂进一步转化为滑移-拉裂。 二维有限元模拟显示，格日边坡各分区在天然工况下的应力分布都较为均匀，坡体受坡面临空效应，越接近坡面应力值越小，甚至出现了负值。而受岩体岩性与岩层构造影响，格日边坡各分区出现了应力分异现象，部分剖面出现应力集中现象。在暴雨与地震工况下，格日边坡各分区的应力分布也仍然较为均匀，但其应力值较天然工况下的应力值有了明显的增大，在坡脚或后缘岩层处的应力增大现象最为明显。可以看出在暴雨与地震工况下，，格日边坡各区的应力场发生了明显的变化，而这些变化将导致坡体稳定性的变化。 通过不平衡推力传递系数法与Geo Studio计算模块的进一步计算分析显示，在天然工况下倾倒变形体与滑坡皆处于稳定状态；在暴雨工况下，倾倒变形体处于欠稳定～稳定状态，滑坡处于欠稳定～基本稳定状态；在地震工况下倾倒变形体处于欠稳定～稳定状态，滑坡处于不稳定～基本稳定状态。 选取在暴雨工况下处于不稳定～欠稳定状态，且距离坝址区最近的四个分区：QDⅠ区倾倒变形体、QDⅠ区倾倒变形体、HP01滑坡及HP02滑坡，进行堵江分析。通过堵江条件以及滑速计算分析可以看出，格日滑坡的堵江形式为不完全堵江形式。通过堵江高度预测计算，在这四个分区同时滑动时，其堵江高度最大为63.88m。表明了虽然不是完全堵江类型，但堵江高度仍然会影响俄米水电站地下厂房的安全。
[Abstract]:The mountain side slope of the Nujiang River in Tibet is located at about 1000m downstream of the Russian-meter hydropower station. The relative elevation is very high. The length of the river is about 2290m, which is the super-large and steep rock forward side slope upstream of the Nujiang River. The water level line will be higher than the lowest elevation of the underground powerhouse due to the close linear distance between the side slope of the grid and the dam site area, and the water level line will be higher than the lowest elevation of the underground powerhouse, thus causing damage. The exposed rock mass in the study area is mainly of the ancient rice group (C31g), the metamorphic fine sand rock and the phyllite-like slate, the ultrabasic magmatic rock and the Quaternary deposit. The deformation and failure mechanism and its stability of the grid day slope play an important role in the safety of the construction of the power station, and the solution of these problems is of great significance to the early and targeted protection measures. The paper mainly studies the deformation mechanism and stability of each section of the grid day slope, and the failure mode, the slip speed calculation and the blockage of the landslide under the bad working condition of the side slope of the secondary study. In response to the geological background of the analysis and study area, it is necessary to master the development and scale of the dump body and the landslide in the study area, the characteristics of the partition and the deformation of the landslide. Sign. The bottom boundary of the partition is estimated by the field investigation and the flat-hole drilling data. On the basis of the basic characteristics of the slope, the influence factors, the damage mechanism and the genetic mechanism of the slope are analyzed. An analysis of the stress field of each section of the side slope by two-dimensional finite element method The stability of each section of the slope is calculated and evaluated by using the unbalanced thrust transfer coefficient method and the two-dimensional finite element numerical analysis method. Price: The calculation and analysis of the sliding speed of the slope after the stability of the slope under the condition of poor working condition by the Panjiagou method, and the calculation of the height of the blocking river is carried out. Through the analysis and study on the basic characteristics of each section of the side slope of the grid, it can be seen that the deformation and destruction of the slope are more obvious, most of them are pouring-bending and pouring. -Breakage. The process of development of the pour-type body is the under-stream cutting, the stress concentration stage, the initial unloading stage, the pouring-bending stage, the pouring-cracking stage, and the formation of the through-hole. In the face stage, the landslide is formed by the further development of the toppling body, and the mechanism of the instability is bending-the crack is further converted into a slip. -The two-dimensional finite element simulation shows that the stress distribution of each section of the slope slope under the natural working condition is uniform, the slope of the slope face is faced with an empty effect, the lower the stress value of the slope is close to the slope, and even There is a negative value. The rock mass is affected by the structure of the rock formation, and the stress difference occurs in each section of the grid day slope, and the partial section appears. In the case of heavy rain and earthquake, the stress distribution of each section of the side slope of the slope is still more uniform, but the stress value of the slope of the slope in the natural working condition is obviously increased, and the stress at the rock stratum at the toe or the trailing edge is increased. It can be seen that in the case of heavy rain and earthquake, the stress field in the various sections of the slope is obviously changed, and these changes will lead to the stability of the slope. According to the further calculation and analysis of the non-equilibrium thrust transfer coefficient method and the Geo Studio calculation module, the dumping body and the landslide are in a stable state under the natural working condition, and under the heavy rainfall condition, the dumping body is under the state of being under the condition of the heavy rain, It is stable and stable, and the landslide is in an under-stable and stable state; under the condition of earthquake, the dump body is under an under-stable and stable state, and the landslide is in an unstable state ~ Basic steady state. Select to be in an unstable and under-stable condition in the heavy rain condition, and the nearest four sections from the dam site area: the dumped body of the QD I area, the dump body of the QD I area, the HP01 landslide and the HP02 The landslide and the traffic jam analysis can be seen in this paper. Through the analysis of the conditions of the river and the calculation of the slip velocity, it can be seen that the shape of the landslide is in the shape of the river. The formula is in the form of incomplete blockage of the river. The height of the river is predicted and calculated, and at the same time, when the four sections are sliding simultaneously, the height of the river is blocked. The maximum is 63.88m. It is shown that although it is not completely blocked, the height of the river can still affect the Russian-rice water.
【学位授予单位】：成都理工大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：TV223
本文编号：2480457
[Abstract]:The mountain side slope of the Nujiang River in Tibet is located at about 1000m downstream of the Russian-meter hydropower station. The relative elevation is very high. The length of the river is about 2290m, which is the super-large and steep rock forward side slope upstream of the Nujiang River. The water level line will be higher than the lowest elevation of the underground powerhouse due to the close linear distance between the side slope of the grid and the dam site area, and the water level line will be higher than the lowest elevation of the underground powerhouse, thus causing damage. The exposed rock mass in the study area is mainly of the ancient rice group (C31g), the metamorphic fine sand rock and the phyllite-like slate, the ultrabasic magmatic rock and the Quaternary deposit. The deformation and failure mechanism and its stability of the grid day slope play an important role in the safety of the construction of the power station, and the solution of these problems is of great significance to the early and targeted protection measures. The paper mainly studies the deformation mechanism and stability of each section of the grid day slope, and the failure mode, the slip speed calculation and the blockage of the landslide under the bad working condition of the side slope of the secondary study. In response to the geological background of the analysis and study area, it is necessary to master the development and scale of the dump body and the landslide in the study area, the characteristics of the partition and the deformation of the landslide. Sign. The bottom boundary of the partition is estimated by the field investigation and the flat-hole drilling data. On the basis of the basic characteristics of the slope, the influence factors, the damage mechanism and the genetic mechanism of the slope are analyzed. An analysis of the stress field of each section of the side slope by two-dimensional finite element method The stability of each section of the slope is calculated and evaluated by using the unbalanced thrust transfer coefficient method and the two-dimensional finite element numerical analysis method. Price: The calculation and analysis of the sliding speed of the slope after the stability of the slope under the condition of poor working condition by the Panjiagou method, and the calculation of the height of the blocking river is carried out. Through the analysis and study on the basic characteristics of each section of the side slope of the grid, it can be seen that the deformation and destruction of the slope are more obvious, most of them are pouring-bending and pouring. -Breakage. The process of development of the pour-type body is the under-stream cutting, the stress concentration stage, the initial unloading stage, the pouring-bending stage, the pouring-cracking stage, and the formation of the through-hole. In the face stage, the landslide is formed by the further development of the toppling body, and the mechanism of the instability is bending-the crack is further converted into a slip. -The two-dimensional finite element simulation shows that the stress distribution of each section of the slope slope under the natural working condition is uniform, the slope of the slope face is faced with an empty effect, the lower the stress value of the slope is close to the slope, and even There is a negative value. The rock mass is affected by the structure of the rock formation, and the stress difference occurs in each section of the grid day slope, and the partial section appears. In the case of heavy rain and earthquake, the stress distribution of each section of the side slope of the slope is still more uniform, but the stress value of the slope of the slope in the natural working condition is obviously increased, and the stress at the rock stratum at the toe or the trailing edge is increased. It can be seen that in the case of heavy rain and earthquake, the stress field in the various sections of the slope is obviously changed, and these changes will lead to the stability of the slope. According to the further calculation and analysis of the non-equilibrium thrust transfer coefficient method and the Geo Studio calculation module, the dumping body and the landslide are in a stable state under the natural working condition, and under the heavy rainfall condition, the dumping body is under the state of being under the condition of the heavy rain, It is stable and stable, and the landslide is in an under-stable and stable state; under the condition of earthquake, the dump body is under an under-stable and stable state, and the landslide is in an unstable state ~ Basic steady state. Select to be in an unstable and under-stable condition in the heavy rain condition, and the nearest four sections from the dam site area: the dumped body of the QD I area, the dump body of the QD I area, the HP01 landslide and the HP02 The landslide and the traffic jam analysis can be seen in this paper. Through the analysis of the conditions of the river and the calculation of the slip velocity, it can be seen that the shape of the landslide is in the shape of the river. The formula is in the form of incomplete blockage of the river. The height of the river is predicted and calculated, and at the same time, when the four sections are sliding simultaneously, the height of the river is blocked. The maximum is 63.88m. It is shown that although it is not completely blocked, the height of the river can still affect the Russian-rice water.
【学位授予单位】：成都理工大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：TV223
【相似文献】
中国期刊全文数据库 前10条
1 柴贺军，刘汉超，张倬元;滑坡堵江的基本条件[J];地质灾害与环境保护;1996年01期
2 柴贺军,刘汉超,张倬元;中国滑坡堵江的类型及其特点[J];成都理工学院学报;1998年03期
3 柴贺军,刘汉超,张倬元,徐志文;中国堵江滑坡的分布、成因和基本特征研究(英文)[J];成都理工学院学报;2000年03期
4 柴贺军,刘汉超,张倬元;大型崩滑堵江事件及其环境效应研究综述[J];地质科技情报;2000年02期
5 刘宁;科学制定西藏易贡滑坡堵江减灾预案[J];中国水利;2000年07期
6 符文熹,任光明,王文,聂德新;四川宝兴大板桥堵江滑坡作坝的可行性分析[J];山地学报;2000年S1期
7 李彦军;左三胜;张建斌;;西南某电站库区滑坡堵江预测[J];山西建筑;2008年28期
8 柴贺军,黄润秋,刘汉超;滑坡堵江危险度的分析与评价[J];中国地质灾害与防治学报;1997年04期
9 刘宁,蒋乃明,杨启贵,薛果夫,万海斌;易贡巨型滑坡堵江灾害抢险处理方案研究[J];人民长江;2000年09期
10 柴贺军,刘汉超,张倬元;中国堵江滑坡发育分布特征[J];山地学报;2000年S1期
中国重要会议论文全文数据库 前2条
1 薛果夫;刘宁;蒋乃明;杨启贵;;西藏易贡高速巨型滑坡堵江事件的调查与减灾措施分析[A];新世纪岩石力学与工程的开拓和发展——中国岩石力学与工程学会第六次学术大会论文集[C];2000年
2 徐文杰;周玉县;;唐家山滑坡高速运动及堵江机制研究[A];2010年全国工程地质学术年会暨“工程地质与海西建设”学术大会论文集[C];2010年
中国重要报纸全文数据库 前1条
1 郑荣;地灾防治与地环保护重点实验室挂牌[N];中国国土资源报;2004年
中国硕士学位论文全文数据库 前4条
1 原俊红;白龙江中游滑坡堵江问题研究[D];兰州大学;2007年
2 严容;岷江上游崩滑堵江次生灾害及环境效应研究[D];四川大学;2006年
3 杨铁;唐家山高速滑坡滑动及堵江机制研究[D];西南交通大学;2010年
4 周驰词;西藏怒江俄米水电站格日边坡变形机制及稳定性分析[D];成都理工大学;2014年
本文编号：2480457
本文链接：https://www.wllwen.com/kejilunwen/shuiwenshuili/2480457.html
