本文選題：庫岸邊坡　切入點：水位升降　出處：《成都理工大學》2017年碩士論文

【摘要】：擬建巴中黃石盤水庫庫區(qū)位于巴河支流——恩陽河中游河段,黃角樹古滑坡位于恩陽河左岸,長約390m,寬約290m,面積約為10.1×104m2,堆積體平均厚度約19m,古滑體方量約192×104m3,滑動方向為182°。汶川地震后地表產(chǎn)生新的裂隙,在雨季過后裂隙不斷延伸和拉開,變形體新的變形方向為244°,長約190m,寬約310m,面積約為4.8×104m2,平均厚度約9m,變形體方量約43×104m3。暴雨工況下,前緣變形體有明顯的變形,因此對水庫運行時分析其穩(wěn)定性是必要的,對其破壞后的堵江高度進行預測,對保障水庫正常運營及防災減災具有十分重要意義。論文在調(diào)查黃角樹古滑坡堆積體的基礎上,查閱資料并對滑坡的工程地質(zhì)條件、形成及復活機制以及前緣變形體變形的影響因素進行分析,總結(jié)地下水對前緣變形體的作用機制,研究滑帶土力學參數(shù)的取值方式,用GEO-Studio軟件分析評價其穩(wěn)定性,用經(jīng)驗法和PFC2D顆粒流軟件預測失穩(wěn)后形成的堰塞壩高度,分析堵江對黃石盤水庫以及整個區(qū)域帶來的危害和造成的影響。針對川東紅層塊碎石土堆積物的堵江預測問題,具有參考和借鑒意義。通過本文的研究,得到以下主要結(jié)論:(1)黃角樹古滑坡是一個經(jīng)過多次滑移且滑坡體物質(zhì)堆積差異性較大的古滑坡,滑面產(chǎn)狀約為182°∠9°;前緣變形體的變形方向為244°,潛在滑面位于古滑面之上,影響前緣變形體形成的因素主要為巖土體膨脹性,坡體結(jié)構(gòu),降雨,河水側(cè)蝕,人類工程活動和地震。(2)庫水位升降改變前緣變形體的巖土體的含水量,使巖土體進入干濕循環(huán)狀態(tài),造成滑面的力學強度參數(shù)降低;靜水壓力、動水壓力增加和超孔隙水壓力出現(xiàn),對基質(zhì)吸力和底滑面的摩擦力產(chǎn)生直接的影響。(3)古滑坡在所有工況下均是穩(wěn)定的,前緣變形體則在庫水位1m/d上升、1m/d下降和13m/d下降工況下會發(fā)生破壞,不是整體破壞,而是各區(qū)域分塊先后下滑。(4)PFC2D顆粒流方法預測,庫水位13m/d下降時,前緣變形體區(qū)造成的堵江高度(堰塞壩最低高程)為353米,屬于不完全堵江,但已完全堵塞原河道。(5)堵江后河水對右岸的側(cè)蝕強度增加,累進破壞及庫岸的再造會形成新的滑坡,進一步形成完全堵江,引發(fā)上游回水淹沒,下游部分斷流,涌浪,潰決洪水,岸坡改造,再次堵江,水源污染等一系列次生災害和環(huán)境效應。
[Abstract]:The proposed reservoir area of Huangshipan Reservoir in Bazhong is located in the middle reaches of the Buhe tributary-Enyang River, and the Huangjiaoshu landslide is located on the left bank of the Enyang River. The length is about 390m, the width is about 290m, the area is about 10.1 脳 104m2, the average thickness of the accumulation body is about 19m, the volume of paleo-slip body is about 192 脳 104m3.The slip direction is 182 擄. After the Wenchuan earthquake, new fissures appear on the surface, which continue to extend and open after the rainy season. The new deformation direction is 244 擄, the length is about 190m, the width is about 310m, the area is about 4.8 脳 104m2, the average thickness is about 9m, and the deformational square is about 43 脳 104m3.The deformation of the front edge deformation is obvious under the heavy rain condition, so it is necessary to analyze the stability of the reservoir during operation. It is very important to predict the height of blocking the river after its destruction to ensure the normal operation of the reservoir and to prevent and reduce the disasters. On the basis of investigating the accumulation body of Huangjiaoshu ancient landslide, the paper consults the data and gives the engineering geological conditions of the landslide. The forming and reviving mechanism and the influencing factors of the deformation of the leading deformable body are analyzed, the mechanism of groundwater acting on the leading deformable body is summarized, the method of selecting the mechanical parameters of the sliding zone soil is studied, and the stability of the landslide zone is analyzed and evaluated by GEO-Studio software. Using the empirical method and PFC2D particle flow software to predict the height of dam and Weir after instability, the harm and influence of river plugging on Huangshipan reservoir and the whole area are analyzed. Through the research in this paper, the main conclusions are as follows: 1) Huangjiao Shu ancient landslide is an ancient landslide with many slippages and great difference in material accumulation. The deformation direction of the front deformable body is 244 擄. The potential slip surface is located above the paleo-slip surface. The main factors influencing the formation of the front deformation body are the expansibility of the rock and soil, the structure of the slope body, the rainfall, the side erosion of the river water, etc. Human engineering activities and earthquake. 2) the water level of reservoir changes the water content of the rock and soil in the front deformable body, which makes the rock and soil enter into the dry and wet cycle state, resulting in the decrease of the mechanical strength parameters of the sliding surface, the hydrostatic pressure, the hydrostatic pressure, the hydrostatic pressure, The increase of hydrodynamic pressure and the appearance of excess pore water pressure have a direct effect on the matrix suction and the friction force on the bottom sliding surface. The leading deformable body will destroy under the condition of 1m/d rising 1 m / d and 13m/d decreasing. It is not the whole failure, but the method of particle flow prediction, when the water level of the reservoir drops when the 13m/d level drops. The height of river plugging (the lowest height of dam and Weir) caused by the deformation of the front edge is 353 meters, which is not complete, but the original river has been completely blocked. After blocking the river, the intensity of side erosion of the river to the right bank is increased. Progressive destruction and reengineering of the reservoir banks will result in new landslides, further blocking the river completely, causing upstream backwater inundation, partial disconnection of downstream flows, surges, outburst floods, bank slope reconstruction, and reblocking of the river. Water pollution and a series of secondary disasters and environmental effects.
【學位授予單位】：成都理工大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：P642.22;TV223

【參考文獻】

相關(guān)期刊論文 前10條

1 李子隆;許模;郭健;徐晨梓;趙勇;;基于逐個修正法的滑帶土參數(shù)取值優(yōu)化[J];南水北調(diào)與水利科技;2017年02期

2 李子隆;許模;郭健;;基于斜坡蠕變狀態(tài)的反演參數(shù)取值方式[J];人民珠江;2016年08期

3 陳超;任光明;吳龍科;韋振新;魯博;;西南某水電站庫區(qū)古滑坡堵江成因及變形破壞機理研究[J];長江科學院院報;2016年06期

4 諶威;許模;郭健;肖先煊;趙勇;;山區(qū)中小型水庫滑坡堵江預測及負效應分析[J];南水北調(diào)與水利科技;2016年01期

5 楊衛(wèi)彬;李嘉旭;;黃石盤水庫長石壩滑坡穩(wěn)定分析[J];四川水利;2015年04期

6 張仁成;吳柳東;;地下水對巖質(zhì)節(jié)理邊坡穩(wěn)定性影響研究[J];人民黃河;2014年06期

7 樊曉一;黃潤秋;喬建平;曾耀勛;段曉冬;;未受河流阻止的滑坡水平運動距離與滑坡堵江判別[J];水文地質(zhì)工程地質(zhì);2014年01期

8 張志剛;白世彪;王建;張帆宇;洪婷;;全新世早期黃河上游積石峽大型滑坡堵江事件研究[J];干旱區(qū)資源與環(huán)境;2013年07期

9 趙代鵬;王世梅;談云志;占清華;;庫水升降作用下浮托減重型滑坡穩(wěn)定性研究[J];巖土力學;2013年04期

10 唐朝生;施斌;劉春;;膨脹土收縮開裂特性研究[J];工程地質(zhì)學報;2012年05期

相關(guān)博士學位論文 前4條

1 郭健;庫水作用下堆積體滑坡促滑治理的過程控制研究[D];成都理工大學;2014年

2 羅剛;唐家山高速短程滑坡堵江及潰壩機制研究[D];西南交通大學;2012年

3 馬建全;黑方臺灌區(qū)臺緣黃土滑坡穩(wěn)定性研究[D];吉林大學;2012年

4 許建聰;碎石土滑坡變形解體破壞機理及穩(wěn)定性研究[D];浙江大學;2005年

相關(guān)碩士學位論文 前7條

1 張強;三峽庫區(qū)黔江伍家院子滑坡防治研究[D];重慶交通大學;2012年

2 倪武杰;土質(zhì)邊坡破壞機理及穩(wěn)定性研究[D];長安大學;2010年

3 楊鐵;唐家山高速滑坡滑動及堵江機制研究[D];西南交通大學;2010年

4 王軍橋;唐家山堰塞壩形成機制及潰壩模式分析[D];西南交通大學;2010年

5 譚超;地下水對滑坡的力學作用研究[D];成都理工大學;2009年

6 原俊紅;白龍江中游滑坡堵江問題研究[D];蘭州大學;2007年

7 嚴容;岷江上游崩滑堵江次生災害及環(huán)境效應研究[D];四川大學;2006年

，

本文編號：1657668