本文選題：強(qiáng)度折減法　切入點(diǎn)：非均質(zhì)邊坡　出處：《南昌航空大學(xué)》2016年碩士論文　論文類(lèi)型：學(xué)位論文

【摘要】：邊坡穩(wěn)定性分析是邊坡工程和邊坡設(shè)計(jì)中最基本的問(wèn)題。與傳統(tǒng)的極限分析法、極限平衡法相比,有限元強(qiáng)度折減法最大的優(yōu)勢(shì)在于無(wú)需假定滑動(dòng)面的形狀和位置就可自動(dòng)求得臨界滑動(dòng)面及相應(yīng)的安全系數(shù)。有限元強(qiáng)度折減法具有數(shù)值分析方法和極限平衡法兩者的優(yōu)點(diǎn),在計(jì)算邊坡安全系數(shù)方面初見(jiàn)成效,但應(yīng)用面還不夠?qū)?特別是較少用于工程中最常見(jiàn)的非均質(zhì)邊坡�；诖�,本文針對(duì)非均質(zhì)邊坡的穩(wěn)定性,探討基于有限元強(qiáng)度折減法的具體應(yīng)用問(wèn)題,主要內(nèi)容和結(jié)論如下:(1)歸納總結(jié)強(qiáng)度折減法安全系數(shù)的幾種定義,從理論上探討各種定義與極限平衡法中安全系數(shù)的關(guān)系;(2)利用ANSYS對(duì)均質(zhì)邊坡建立計(jì)算模型,采用不同屈服準(zhǔn)則進(jìn)行彈塑性穩(wěn)定分析求出安全系數(shù),并將其與極限平衡法所得安全系數(shù)進(jìn)行比較,探討各個(gè)屈服準(zhǔn)則的合理性和適用性,得到邊坡穩(wěn)定性問(wèn)題分析中較適宜采用的屈服準(zhǔn)則為D-P5準(zhǔn)則。(3)基于ANSYS建立非均質(zhì)邊坡計(jì)算模型,對(duì)應(yīng)三種不同判據(jù)求出相應(yīng)的邊坡安全系數(shù),對(duì)比數(shù)值結(jié)果的合理性,分析各判據(jù)的適用性,并提出相應(yīng)建議。對(duì)數(shù)值結(jié)果中位移監(jiān)測(cè)點(diǎn)的選擇和監(jiān)測(cè)方式進(jìn)行了細(xì)致的分析與討論,得出采用坡頂作為監(jiān)測(cè)點(diǎn)較為合理。(4)針對(duì)非均質(zhì)邊坡模型,分析了不同坡角下分別改變粘聚力c和內(nèi)摩擦角φ時(shí)邊坡的安全系數(shù)F,結(jié)果表明,邊坡的安全系數(shù)與粘聚力和內(nèi)摩擦角都呈正比關(guān)系。與均質(zhì)邊坡不同,非均質(zhì)邊坡不存在等效影響角θσ,即不存在粘聚力和內(nèi)摩擦角對(duì)穩(wěn)定性的影響程度相同的坡角。
[Abstract]:Slope stability analysis is the most basic problem in slope engineering and slope design. The greatest advantage of the finite element strength reduction method is that the critical sliding surface and the corresponding safety factor can be obtained automatically without assuming the shape and position of the sliding surface. The finite element strength reduction method has the advantages of both the numerical analysis method and the limit equilibrium method. The calculation of slope safety factor has achieved initial results, but the application area is not wide enough, especially for the most common non-homogeneous slope in engineering. Based on this, this paper aims at the stability of non-homogeneous slope. This paper discusses the concrete application of the strength reduction method based on the finite element method. The main contents and conclusions are as follows: (1) several definitions of the safety factor of the strength reduction method are summarized and summarized. The relationship between various definitions and the safety factor in the limit equilibrium method is discussed theoretically. The ANSYS is used to establish the calculation model of homogeneous slope, and the safety factor is obtained by using different yield criteria for elastic-plastic stability analysis. Compared with the safety factor obtained by the limit equilibrium method, the rationality and applicability of each yield criterion are discussed. The more suitable yield criterion for slope stability analysis is D-P5 criterion. (3) based on ANSYS, the calculation model of heterogeneous slope is established. The safety factor of slope is calculated according to three different criteria, and the rationality of numerical results is compared. The applicability of each criterion is analyzed, and corresponding suggestions are put forward. The selection and monitoring methods of displacement monitoring points in numerical results are analyzed and discussed in detail. It is concluded that it is more reasonable to use the top of slope as the monitoring point. The safety factor F of the slope is analyzed when the cohesion force c and the internal friction angle 蠁 are changed respectively at different slope angles. The results show that the safety factor of the slope is proportional to the cohesion force and the angle of internal friction, which is different from that of the homogeneous slope. There is no equivalent influence angle 胃 蟽 in non-homogeneous slope, that is, there is no slope angle with the same influence on stability as cohesion and internal friction angle.
【學(xué)位授予單位】：南昌航空大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2016
【分類(lèi)號(hào)】：TU43

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 熊敬;張建海;;Druker-Prager型屈服準(zhǔn)則與強(qiáng)度儲(chǔ)備安全系數(shù)的相關(guān)分析[J];巖土力學(xué);2008年07期

2 林杭;曹平;宮鳳強(qiáng);;位移突變判據(jù)中監(jiān)測(cè)點(diǎn)的位置和位移方式分析[J];巖土工程學(xué)報(bào);2007年09期

3 鄭穎人;趙尚毅;鄧楚鍵;劉明維;唐曉松;張黎明;;有限元極限分析法發(fā)展及其在巖土工程中的應(yīng)用[J];中國(guó)工程科學(xué);2006年12期

4 鄭穎人;趙尚毅;;邊(滑)坡工程設(shè)計(jì)中安全系數(shù)的討論[J];巖石力學(xué)與工程學(xué)報(bào);2006年09期

5 董玉文;郭航忠;任青文;;屈服準(zhǔn)則對(duì)土質(zhì)邊坡穩(wěn)定安全度計(jì)算的影響分析[J];重慶建筑大學(xué)學(xué)報(bào);2006年03期

6 張培文;陳祖煜;;彈性模量和泊松比對(duì)邊坡穩(wěn)定安全系數(shù)的影響[J];巖土力學(xué);2006年02期

7 鄭穎人,趙尚毅,宋雅坤;有限元強(qiáng)度折減法研究進(jìn)展[J];后勤工程學(xué)院學(xué)報(bào);2005年03期

8 劉金龍,欒茂田,趙少飛,袁凡凡,王吉利;關(guān)于強(qiáng)度折減有限元方法中邊坡失穩(wěn)判據(jù)的討論[J];巖土力學(xué);2005年08期

9 鄭宏,田斌,劉德富,馮強(qiáng);關(guān)于有限元邊坡穩(wěn)定性分析中安全系數(shù)的定義問(wèn)題[J];巖石力學(xué)與工程學(xué)報(bào);2005年13期

10 吳春秋,朱以文,蔡元奇;邊坡穩(wěn)定臨界破壞狀態(tài)的動(dòng)力學(xué)評(píng)判方法[J];巖土力學(xué);2005年05期

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