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  本文選題：高陡斜坡　切入點：巖體結(jié)構(gòu)　出處：《成都理工大學(xué)》2014年碩士論文　論文類型：學(xué)位論文

【摘要】：擬建的旭龍水電工程位于云南省德欽縣與四川省得榮縣交界的金沙江上，大壩為213m混凝土雙曲拱壩。旭龍壩址區(qū)所在金沙江河段谷坡高陡，規(guī)模巨大，壩區(qū)巖體經(jīng)歷了長期的地質(zhì)作用，結(jié)構(gòu)面發(fā)育，巖體結(jié)構(gòu)特征復(fù)雜，結(jié)構(gòu)面的相互交接可能引起斜坡的變形失穩(wěn)，影響工程計劃的順利進行和安全運營。在工程開挖施工以后，左岸將形成壩肩高邊坡，開挖規(guī)模大，形成的工程邊坡高陡，一旦失穩(wěn)，即使是小規(guī)模的塊體，都會造成嚴重的后果。 本文以金沙江旭龍水電站壩址區(qū)左岸高陡斜坡為研究對象，在對壩址區(qū)基本地質(zhì)條件調(diào)查的基礎(chǔ)上，對壩址區(qū)左岸斜坡的巖體結(jié)構(gòu)面特征、斜坡巖體變形破壞模式和巖體質(zhì)量分級進行了系統(tǒng)研究，最后運用FLAC、SASW等數(shù)值程序?qū)π逼碌恼w穩(wěn)定性和局部塊體穩(wěn)定性進行了分析和研究，主要取得以下幾點認識和結(jié)論： （1）壩址區(qū)主要出露印支期灰白色中細�；◢弾r（γ5）、中元古界雄松群三段的灰黑色-暗綠色斜長角閃片巖（Pt2x3），以及印支期對斜長角閃片巖混合變質(zhì)作用形成的混合巖。研究區(qū)大地構(gòu)造演化歷史悠久，構(gòu)造作用復(fù)雜，把左岸分為四個構(gòu)造分區(qū)進行研究； （2）研究區(qū)斷層類結(jié)構(gòu)面主要為Ⅲ、Ⅳ級，且多與岸坡走向大角度相交；Ⅱ級結(jié)構(gòu)面僅發(fā)育F1、F2兩條；通過對壩址區(qū)各級結(jié)構(gòu)面和各分區(qū)結(jié)構(gòu)面分析可以發(fā)現(xiàn)，壩址區(qū)大部分結(jié)構(gòu)面與金沙江岸坡呈小角度相交，各分區(qū)的優(yōu)勢結(jié)構(gòu)面方位均不相同，且大部分為中陡傾角，緩傾角較少。 （3）根據(jù)對壩址區(qū)左岸斜坡進行的分區(qū)、分高程的變形破壞跡象調(diào)查，結(jié)合斜坡的巖體結(jié)構(gòu)特性，進行變形破壞模式分析，提出了4種左岸斜坡巖體的變形破壞模式。 （4）運用巖體質(zhì)量分級的RMR法和CSMR法對左岸斜坡的巖體質(zhì)量進行初步分級，，然后結(jié)合現(xiàn)場地質(zhì)分類，考慮各種方法的權(quán)重，綜合得出各級巖體質(zhì)量的界線。分級結(jié)果表明各個高程上的巖體基本順河呈帶狀分布，向山內(nèi)依次為Ⅳ、Ⅲ、Ⅱ類巖體，而且Ⅳ類巖體隨著高程的上升深度隨之加深。CSMR巖體質(zhì)量分級法所得的結(jié)果表明，斜坡淺表層的穩(wěn)定性一般，只有局部位置的穩(wěn)定性差。 （5）運用二維有限差分數(shù)值模擬軟件FLAC2D，考慮斜坡巖體的卸荷特征，對斜坡的整體穩(wěn)定性進行模擬研究�；谀獱枴獛靵鰷蕜t并利用強度折減法得出的左岸斜坡穩(wěn)定系數(shù)表明斜坡整體穩(wěn)定，但是斜坡中高程的表層巖體的穩(wěn)定性較差。然后運用SASW數(shù)值程序?qū)π逼戮植繅K體穩(wěn)定性的模擬研究表明，斜坡上各種結(jié)構(gòu)面可能組成的最大規(guī)模的塊體，穩(wěn)定塊體較多，沒有大范圍的塊體失穩(wěn)現(xiàn)象，但是斜坡表面的局部位置還是存在著小規(guī)模的不穩(wěn)定塊體。在以后斜坡的施工過程中應(yīng)注意不同部位的塊體的穩(wěn)定情況，必要時應(yīng)當采取適當?shù)墓こ瘫Ｗo措施防止其失穩(wěn)。
[Abstract]:Asahi Liuzhou hydropower project is located at the junction of the Derong County of Yunnan province Deqin County of Sichuan province and the Jinsha River, the dam is 213M concrete hyperbolic arch dam. The dam area of Jinsha River Asahi Dragon Valley High and steep slope section, huge rock has experienced a long period of geological processes, structure development, rock mass structure characteristics of complex structure. The interactions may cause the slope deformation and instability, affecting the project smooth and safe operation. After the engineering excavation, dam abutment high slope on the left bank of the formation, the formation of large-scale excavation engineering of high steep slope, once the instability, even a small scale, it will cause serious consequences.
Taking the Jiang Xulong hydropower station dam site on the left bank of the high and steep slope as the research object, based on the investigation of the basic geological conditions in the dam area, rock structure in the dam area on the left bank slope characteristics, failure mode and the classification of rock mass are studied of slope deformation, finally using FLAC, overall stability of the slopes of SASW etc. the numerical procedure and local block stability analysis and research, mainly obtains the following conclusions:
(1) the dam area mainly exposed Indosinian gray fine-grained granite (gamma 5), Middle Proterozoic group three black male pine - dark green amphibolite schist (Pt2x3), and the Indosinian mixing amphibolite schist metamorphism to form mixed plagioclase. The tectonic evolution history of the study area a long, complex structure, the left bank is divided into four tectonic zoning research;
(2) the study area fault structure plane is mainly III, IV, and large angle and slope toward the intersection; II structure only developed F1, F2 two; the structures of dam area surface and each partition structure analysis can be found, most of the structure in dam area of Jinsha River surface and the slope is small the angle between the surface structure of each partition, advantages range are not the same, and most of them are in steep dip, dip angle is less.
(3) according to the zoning of the left bank slope of dam site, the investigation of deformation and failure at different height, combined with the characteristics of rock mass structure of slope, the deformation failure mode is analyzed, and 4 kinds of deformation and failure modes of the left bank slope rock are put forward.
(4) the use of rock mass quality classification method and RMR CSMR method on the left bank slope rock mass quality of the initial classification, then combined with the geological classification, considering the weight of various methods, and concluded that the boundaries of rock quality classification. All results show that all the basic rock elevation along the river zonal distribution, to Yamauchi Yoji IV, III class II, and class IV rock, rock mass increase with the elevation of the depth deepened the.CSMR rock mass classification method. The results show that the stability of shallow slope stability in general, only the local position of the poor.
(5) using two-dimensional finite difference numerical simulation software FLAC2D, considering the characteristics of unloading rock slope, simulation of the whole stability of the slope. The left bank slope stability coefficient of Mohr Coulomb criterion and by using strength reduction method show that the overall stability of slope based on, but is the poor stability of rock slopes in surface elevation. Then use of SASW numerical simulation program for the slope local block stability showed that the surface structure on the slope might constitute the largest block, more stable block, block there is no large-scale instability, but the local position of the surface of the slope or the existence of unstable blocks should pay attention to small scale. Block stability in different parts of the construction process after the slope, when necessary, should take appropriate protective measures to prevent the engineering instability.

【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

【參考文獻】

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本文編號：1610028