西藏怒江俄米水電站格日邊坡變形機(jī)制及穩(wěn)定性分析
發(fā)布時間：2019-05-19 00:12
【摘要】：西藏怒江格日邊坡位于俄米水電站下游約1000m處，相對高程很高，順怒江長度約2290m，為怒江上游的特大型高陡巖質(zhì)順向邊坡。由于格日邊坡與壩址區(qū)的直線距離較近，如果其發(fā)生不穩(wěn)滑動以致堵江，水位線將會高于地下廠房的最低高程，從而造成破壞。研究區(qū)出露的巖體主要為古米組（C31g）變質(zhì)粉細(xì)砂巖及千枚狀板巖、超基性巖漿巖及第四系堆積物。格日邊坡的變形破壞機(jī)制及其穩(wěn)定性問題對電站工程建設(shè)的安全起著重要的影響，這些問題的解決對于及早提出針對性的防護(hù)對策具有重要意義。 本論文主要研究格日邊坡各分區(qū)的變形機(jī)制及穩(wěn)定性，次要研究格日邊坡傾倒變形體、滑坡在不良工況下的破壞模式，滑速計(jì)算以及堵江影響。在分析研究區(qū)的地質(zhì)背景條件上，掌握研究區(qū)傾倒變形體以及滑坡的發(fā)育情況與規(guī)模、分區(qū)特征，變形特征。通過現(xiàn)場勘查與平硐鉆孔資料推測出個分區(qū)的底部分界特征。結(jié)合格日邊坡的基本特征，對其變形影響因素，破壞機(jī)制以及成因機(jī)制進(jìn)行分析。利用二維有限元數(shù)值分析法對格日邊坡各分區(qū)的應(yīng)力場進(jìn)行分析研究。采用不平衡推力傳遞系數(shù)法與二維有限元數(shù)值分析法對格日邊坡各分區(qū)的穩(wěn)定性進(jìn)行計(jì)算與評價。采用潘家錚法對不良工況下格日邊坡失穩(wěn)后的滑速進(jìn)行計(jì)算分析，并對堵江高度進(jìn)行計(jì)算分析。 通過對格日邊坡各分區(qū)基本特征的分析研究，可以看出其變形破壞較為明顯，多為傾倒-彎曲，傾倒-折斷。傾倒變形體的發(fā)展過程為河流下切、應(yīng)力集中階段，初期卸荷階段，傾倒-彎曲階段，傾倒-拉裂階段，形成貫通面階段。而滑坡是由傾倒變形體進(jìn)一步發(fā)展而形成的，其失穩(wěn)機(jī)制為彎曲-拉裂進(jìn)一步轉(zhuǎn)化為滑移-拉裂。 二維有限元模擬顯示，格日邊坡各分區(qū)在天然工況下的應(yīng)力分布都較為均勻，坡體受坡面臨空效應(yīng)，越接近坡面應(yīng)力值越小，甚至出現(xiàn)了負(fù)值。而受巖體巖性與巖層構(gòu)造影響，格日邊坡各分區(qū)出現(xiàn)了應(yīng)力分異現(xiàn)象，部分剖面出現(xiàn)應(yīng)力集中現(xiàn)象。在暴雨與地震工況下，格日邊坡各分區(qū)的應(yīng)力分布也仍然較為均勻，但其應(yīng)力值較天然工況下的應(yīng)力值有了明顯的增大，在坡腳或后緣巖層處的應(yīng)力增大現(xiàn)象最為明顯�？梢钥闯鲈诒┯昱c地震工況下，，格日邊坡各區(qū)的應(yīng)力場發(fā)生了明顯的變化，而這些變化將導(dǎo)致坡體穩(wěn)定性的變化。 通過不平衡推力傳遞系數(shù)法與Geo Studio計(jì)算模塊的進(jìn)一步計(jì)算分析顯示，在天然工況下傾倒變形體與滑坡皆處于穩(wěn)定狀態(tài)；在暴雨工況下，傾倒變形體處于欠穩(wěn)定～穩(wěn)定狀態(tài)，滑坡處于欠穩(wěn)定～基本穩(wěn)定狀態(tài)；在地震工況下傾倒變形體處于欠穩(wěn)定～穩(wěn)定狀態(tài)，滑坡處于不穩(wěn)定～基本穩(wěn)定狀態(tài)。 選取在暴雨工況下處于不穩(wěn)定～欠穩(wěn)定狀態(tài)，且距離壩址區(qū)最近的四個分區(qū)：QDⅠ區(qū)傾倒變形體、QDⅠ區(qū)傾倒變形體、HP01滑坡及HP02滑坡，進(jìn)行堵江分析。通過堵江條件以及滑速計(jì)算分析可以看出，格日滑坡的堵江形式為不完全堵江形式。通過堵江高度預(yù)測計(jì)算，在這四個分區(qū)同時滑動時，其堵江高度最大為63.88m。表明了雖然不是完全堵江類型，但堵江高度仍然會影響俄米水電站地下廠房的安全。
[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.
【學(xué)位授予單位】：成都理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TV223
本文編號：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.
【學(xué)位授予單位】：成都理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TV223
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