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  本文選題：滑坡體 + 穩(wěn)定分析��； 參考：《昆明理工大學(xué)》2015年碩士論文

【摘要】：極限平衡法和FLAC-3D數(shù)值模擬是目前常用的兩種邊坡穩(wěn)定性分析方法,具有相應(yīng)的特點及有待完善之處。本文借助繪圖軟件和有限元分析軟件解決了FLAC-3D直接建模的困難,結(jié)合工程實例進(jìn)行對比研究,明晰了兩種方法的誤差機(jī)制,并提出了結(jié)合運用、互相驗證、接力計算的設(shè)想。極限平衡理論的誤差主要來源于：簡化了邊坡土體中力的作用方式和作用位置；滑體條分?jǐn)?shù)量的隨意性較大；圓弧滑動面僅與均質(zhì)土坡相符,其它滑動面又帶有一定的隨機(jī)性和主觀因素。研究實例中的滑動面由經(jīng)驗給出,導(dǎo)致多數(shù)剖面上的滑動面與計算結(jié)果不吻合,滑動面也并非像極限平衡法指定的那樣,嚴(yán)格處于第四系滑坡堆積層和全-強(qiáng)風(fēng)化泥巖層的巖層分界面上。運用極限平衡法研究邊坡穩(wěn)定性時,建議選擇多種不同的模型計算同一個對象,然后用所有計算結(jié)果來求平均值,如此可望減小單一模型造成的誤差。FLAC-3D數(shù)值模擬技術(shù)偏重于巖土體的應(yīng)力和應(yīng)變分析,與邊坡變形、破壞的實際過程更為相符,但單元網(wǎng)格的劃分精細(xì)程度,同樣會影響模擬結(jié)果的準(zhǔn)確性。該軟件可以在三維層面上研究巖土對象,能充分考慮設(shè)定范圍內(nèi)的巖層展布情況及巖層之間的變形協(xié)調(diào),保持了實際地質(zhì)的結(jié)構(gòu)特征,因此較之二維分析更為準(zhǔn)確、直觀。FLAC-3D展示的剖面塑性應(yīng)變增量云圖,很清晰地顯示出邊坡的可能滑動面以及滑動周界,甚至可給出不同區(qū)域的量化位移。對潛在滑坡體進(jìn)行三維數(shù)值模擬的困難在于：建模過程復(fù)雜、計算過程冗長,所消耗的時間遠(yuǎn)遠(yuǎn)超過極限平衡法。建議借助于繪圖軟件GoCAD提取點數(shù)據(jù),在Surfer中進(jìn)行插值,并在ANSYS中建立三維邊坡網(wǎng)格模型,最后借助插件實現(xiàn)模型轉(zhuǎn)換,將模型導(dǎo)入FLAC-3D進(jìn)行賦值計算。在對邊坡工程進(jìn)行穩(wěn)定性分析時,建議結(jié)合前述兩種方法的優(yōu)點,互相驗證、接力計算。例如：可先用FLAC-3D進(jìn)行數(shù)值模擬,得出邊坡的可能滑動面,然后用極限平衡法求其穩(wěn)定系數(shù)與剩余下滑力,如此可望獲得更為準(zhǔn)確的分析結(jié)論。
[Abstract]:Limit equilibrium method and FLAC-3D numerical simulation are two commonly used slope stability analysis methods, which have the corresponding characteristics and need to be improved.In this paper, drawing software and finite element analysis software are used to solve the difficulty of FLAC-3D direct modeling. The error mechanism of the two methods is clarified by comparing with engineering examples, and the assumption of combining application, mutual verification and relay calculation is put forward.The error of the limit equilibrium theory mainly comes from: simplifying the action mode and position of the force in the slope soil; the random number of slider sections; the arc sliding surface is only consistent with the homogeneous soil slope.Other sliding surfaces also have some randomness and subjective factors.The slip surface in the study example is given by experience, which results in that the sliding surface on most sections does not agree with the calculated results, and the sliding surface is not as specified by the limit equilibrium method.It is strictly on the boundary of the Quaternary landslide accumulation layer and the fully weathered mudstone layer.When the limit equilibrium method is used to study slope stability, it is suggested to select several different models to calculate the same object, and then use all the results to find the average value.It is expected to reduce the error caused by a single model. FLAC-3D numerical simulation technology is more suitable for the stress and strain analysis of rock and soil, which is more consistent with the actual process of slope deformation and failure.It also affects the accuracy of the simulation results.The software can study the geotechnical objects on the three-dimensional level, and can fully consider the distribution of the strata and the deformation coordination between the strata within a given range, thus maintaining the structural characteristics of the actual geology, so it is more accurate than the two-dimensional analysis.The incremental plastic strain cloud diagram of section displayed by visual. FLAC-3D clearly shows the possible sliding surface and the slip boundary of the slope, and even gives the quantitative displacement of different regions.The difficulty of 3D numerical simulation of potential landslide is that the modeling process is complicated, the calculation process is long, and the time consumed is far more than the limit equilibrium method.It is suggested to interpolate the data in Surfer with the help of drawing software GoCAD, and establish a 3D slope mesh model in ANSYS. Finally, the model is transformed by plug-in, and the model is imported into FLAC-3D to calculate the value.In the stability analysis of slope engineering, it is suggested that the advantages of the two methods be combined to verify each other and calculate the relays.For example, the possible sliding surface of slope can be obtained by numerical simulation with FLAC-3D, and then the stability coefficient and residual sliding force can be calculated by the limit equilibrium method, which is expected to obtain a more accurate analytical conclusion.
【學(xué)位授予單位】：昆明理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：P642.2

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 趙尚毅,時衛(wèi)民,鄭穎人;邊坡穩(wěn)定性分析的有限元法[J];地下空間;2001年S1期

2 趙廣春;徐光黎;蘇愛軍;殷坤龍;馬霄漢;;傳遞系數(shù)法在滑坡穩(wěn)定性評價中的幾個問題探討[J];地球與環(huán)境;2005年S1期

3 方玉樹;;滑坡穩(wěn)定分析傳遞系數(shù)法若干問題探討[J];工程地質(zhì)學(xué)報;2007年05期

4 馮夏庭，，王泳嘉，盧世宗;邊坡穩(wěn)定性的神經(jīng)網(wǎng)絡(luò)估計[J];工程地質(zhì)學(xué)報;1995年04期

5 楊志法,尚彥軍,劉英;關(guān)于巖土工程類比法的研究[J];工程地質(zhì)學(xué)報;1997年04期

6 呂建紅,袁寶遠(yuǎn),楊志法,劉文亮;邊坡監(jiān)測與快速反饋分析[J];河海大學(xué)學(xué)報(自然科學(xué)版);1999年06期

7 邵龍?zhí)?唐洪祥,韓國城;有限元邊坡穩(wěn)定分析方法及其應(yīng)用[J];計算力學(xué)學(xué)報;2001年01期

8 周振宇;;滑坡穩(wěn)定分析中傳遞系數(shù)法探討[J];路基工程;2007年04期

9 胡輝;姚磊華;董梅;;瑞典圓弧法和畢肖普法評價邊坡穩(wěn)定性的比較[J];路基工程;2007年06期

10 李建亮;王春雷;謝強(qiáng);;馬水河大橋岸坡穩(wěn)定性離散單元法分析[J];路基工程;2009年01期

相關(guān)博士學(xué)位論文 前1條

1 王建強(qiáng);云南龍江特大橋橋基區(qū)邊坡穩(wěn)定性研究[D];中國地質(zhì)大學(xué)（北京）;2010年

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