發(fā)布時間：2018-05-26 06:43

  本文選題：地震 + 邊坡穩(wěn)定��； 參考：《中國地震局工程力學(xué)研究所》2015年碩士論文

【摘要】：我國是地震和地質(zhì)災(zāi)害嚴(yán)重的國家,邊坡失穩(wěn)是常見的地質(zhì)災(zāi)害。強(qiáng)烈的地震作用往往會誘發(fā)大量的邊坡失穩(wěn)從而導(dǎo)致嚴(yán)重的地質(zhì)災(zāi)害。地震誘發(fā)的滑坡崩塌數(shù)量多、規(guī)模大、突發(fā)性強(qiáng),往往具有極強(qiáng)的毀滅性,是我國地震災(zāi)害嚴(yán)重的主要原因。在工程抗震設(shè)防等工作中需要對地震作用下邊坡的穩(wěn)定程度進(jìn)行估計,分析影響邊坡穩(wěn)定性的關(guān)鍵因素并對其敏感性進(jìn)行分析十分重要。本文對地震作用下邊坡穩(wěn)定影響因素的敏感性問題進(jìn)行研究,主要成果如下。(1)回顧了邊坡影響因素敏感性分析的研究進(jìn)展,明確了影響因素敏感性分析的工程目的和意義,提出了本文所采用的敏感性分析方法,包括單因素敏感性系數(shù)分析法,單因素敏感性斜率分析法與多因素正交試驗(yàn)分析法。(2)論述了擬靜力強(qiáng)度折減法的基本原理,并結(jié)合所采用的數(shù)值模擬軟件FLAC,討論了基于FLAC軟件求解邊坡穩(wěn)定性系數(shù)的求解流程。(3)在給定地震加速度水平的條件下,利用FLAC邊坡數(shù)值模擬軟件,對邊坡穩(wěn)定影響因素進(jìn)行了單因素敏感性分析。分析結(jié)果表明,在地震加速度水平分別為0.03g、0.05g、0.1g、0.15g、0.2g與0.3g的條件下,各影響因素的敏感性大小依次為坡高坡角粘聚力巖土重度內(nèi)摩擦角。在地震加速度水平分別為0.4g與0.8g的條件下,各影響因素的敏感性大小依次為坡高粘聚力坡角巖土重度內(nèi)摩擦角。(4)在給定地震加速度水平的條件下,利用FLAC邊坡數(shù)值模擬軟件,對邊坡穩(wěn)定影響因素進(jìn)行了多因素敏感性分析。分析結(jié)果表明,在地震加速度水平分別為0.05g與0.1g的條件下,各影響因素的敏感性大小依次為坡高坡角粘聚力內(nèi)摩擦角巖土重度。在地震加速度水平分別為0.15g與0.2g的條件下,各影響因素的敏感性大小依次為坡高坡角粘聚力巖土重度內(nèi)摩擦角。在地震加速度水平分別為0.3g與0.4g的條件下,各影響因素的敏感性大小依次為坡高粘聚力坡角巖土重度內(nèi)摩擦角。(5)對比了單因素與多因素敏感性分析結(jié)果,分析了兩種方法所得結(jié)論有所差異的原因。并基于兩種方法所得到的結(jié)論,提出了邊坡穩(wěn)定性綜合評價的初步參考方案。
[Abstract]:Slope instability is a common geological hazard in China, where earthquake and geological disasters are serious. Strong earthquakes often induce a large number of slope instability, leading to serious geological disasters. Earthquake induced landslide collapse is a major cause of earthquake disaster in China. It is necessary to estimate the stability of slope under seismic action in engineering seismic fortification and so on. It is very important to analyze the key factors affecting slope stability and analyze its sensitivity. In this paper, the sensitivity of influencing factors of slope stability under earthquake is studied. The main results are as follows: (1) the research progress of sensitivity analysis of slope influencing factors is reviewed, and the engineering purpose and significance of sensitivity analysis of influencing factors are defined. The sensitivity analysis methods used in this paper, including single factor sensitivity coefficient analysis, single factor sensitivity slope analysis and multi-factor orthogonal test analysis, are presented. The basic principle of quasi-static strength reduction method is discussed. In combination with the numerical simulation software FLACadopted, the flow chart of solving slope stability coefficient based on FLAC software is discussed. Under the condition of given seismic acceleration level, the FLAC slope numerical simulation software is used. The single factor sensitivity analysis of the influencing factors of slope stability is carried out. The results show that when the seismic acceleration level is 0.03g ~ 0.05g ~ (0.1) g ~ (-1) 0.15g ~ 0.2g and 0.3g respectively, the sensitivity of each influencing factor is the angle of heavy internal friction of cohesive rock and soil in order of slope high slope angle. Under the condition that the seismic acceleration is 0.4g and 0.8g, the sensitivity of each influencing factor is in order of slope high cohesion, slope angle, rock and soil serious internal friction angle. Under the condition of given earthquake acceleration level, the FLAC slope numerical simulation software is used. The influence factors of slope stability are analyzed by multi-factor sensitivity analysis. The results show that the sensitivity of the influencing factors is in turn the degree of internal friction angle rock and soil under the earthquake acceleration level of 0.05 g and 0.1 g respectively. When the seismic acceleration level is 0.15g and 0.2g respectively, the sensitivity of each influencing factor is in turn the angle of heavy internal friction of cohesive rock and soil at the high slope angle. Under the condition of earthquake acceleration of 0.3 g and 0.4 g, the sensitivity of each factor is in order of slope high cohesion, slope angle, serious internal friction angle, etc.) the results of single factor and multi factor sensitivity analysis are compared. The reasons for the difference between the two methods are analyzed. Based on the conclusions obtained by the two methods, a preliminary reference scheme for comprehensive evaluation of slope stability is proposed.
【學(xué)位授予單位】：中國地震局工程力學(xué)研究所
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：TU435

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本文編號：1936324