【摘要】：本論文主要對滇西南地區(qū)含有軟弱夾層的巖質(zhì)高邊坡在地震荷載下的穩(wěn)定性進(jìn)行了研究,主要應(yīng)用了極限分析上限法和模型試驗(yàn)法對含夾層的巖質(zhì)邊坡的在地震荷載下的穩(wěn)定性進(jìn)行分析,綜合運(yùn)用了波動理論分析透射正弦波在滑體中的做功功率,運(yùn)用了單因素敏感性分析法對影響坡體穩(wěn)定性的因素進(jìn)行了探究,考慮了由降雨而導(dǎo)致邊坡趨于不穩(wěn)定的因素,最后又結(jié)合室內(nèi)振動臺模型試驗(yàn)對模型破壞的過程、形態(tài)和機(jī)理進(jìn)行研究,并以加速度傳感器測得的數(shù)據(jù)為基礎(chǔ)進(jìn)行計(jì)算,驗(yàn)證極限分析上限法的應(yīng)用的合理性。研究的主要內(nèi)容如下:(1)應(yīng)用上限法對含夾層的邊坡沿夾層滑動破壞進(jìn)行分析,基于能量系數(shù)判斷其穩(wěn)定性,又應(yīng)用波動理論知識求正弦波透射過夾層對滑體做功的功率,通過對能量系數(shù)的時程分析提出以最小平均能量系數(shù)作為穩(wěn)定性判據(jù)判斷邊坡的穩(wěn)定性。(2)論文對夾層傾角、地震波入射角、夾層土體粘聚力、夾層土體內(nèi)摩擦角和地震波加速度幅值五個參數(shù)的敏感性進(jìn)行了分析,得出各參數(shù)對邊坡穩(wěn)定性的影響程度,同時還分析了降雨對含夾層巖質(zhì)邊坡抗震穩(wěn)定性的影響,研究了考慮夾層飽和度時的邊坡的能量系數(shù)的求解方法,并應(yīng)用于一個實(shí)際工況的邊坡,求夾層在三種不同飽和度下最小平均能量系數(shù),得出含水量對穩(wěn)定性的影響趨勢。(3)設(shè)計(jì)并制作了室內(nèi)模型試驗(yàn),以相似關(guān)系選取模型材料,每個模型鋪設(shè)了四層傾角為15°厚度為2cm的黏土層用以模擬軟弱夾層。研究了當(dāng)?shù)卣鸷奢d等級逐漸增加的時候模型邊坡的破壞過程和最終的破壞形態(tài),并選取了兩個工況下加速度傳感器測得數(shù)據(jù)通過擬合等處理后用于計(jì)算第三個夾層處的最小平均能量系數(shù),與實(shí)際的破壞形態(tài)進(jìn)行比較,最后通過對加速度傳感器測得的數(shù)據(jù)進(jìn)行濾波積分等處理得到各測點(diǎn)處的位移時程,并以此探討模型破壞機(jī)理。
[Abstract]:In this paper, the stability of rock slope with weak intercalation in southwest Yunnan under earthquake load is studied. The limit analysis upper limit method and model test method are used to analyze the stability of rock slope with intercalation under seismic load. The wave theory is used to analyze the work power of transmitted sine wave in sliding body. The single factor sensitivity analysis method is used to explore the factors that affect the stability of slope body, and the factors that lead to slope instability due to rainfall are considered. Finally, the failure process of the model is combined with the model test of indoor shaking table. The morphology and mechanism are studied and calculated on the basis of the data measured by acceleration sensor to verify the rationality of the application of the upper limit method of limit analysis. The main contents of the study are as follows: (1) the upper bound method is applied to analyze the sliding failure of the slope with intercalation. The stability of the slope is judged based on the energy coefficient, and the power of sinusoidal wave transmission through the interlayer to work on the sliding body is calculated by using the theory of wave theory. Through the time-history analysis of the energy coefficient, the minimum average energy coefficient is proposed as the criterion of stability of the slope. (2) the intercalation inclination angle, the incidence angle of seismic wave, the cohesive force of intercalated soil are discussed in this paper. The sensitivity of five parameters, the angle of internal friction and the amplitude of seismic wave acceleration, are analyzed, and the influence of each parameter on slope stability is obtained. At the same time, the influence of rainfall on seismic stability of intercalated rock slope is also analyzed. The method of calculating the energy coefficient of a slope considering interlayer saturation is studied. The method is applied to a slope under actual working conditions and the minimum mean energy coefficient of intercalation is obtained under three different saturation conditions. The influence trend of water content on stability is obtained. (3) the indoor model test is designed and made. The model materials are selected according to the similarity relation. Each model is paved with four layers of clay layer with a dip angle of 15 擄thickness of 2cm to simulate the weak intercalation. The failure process and ultimate failure pattern of the model slope are studied when the seismic load level increases gradually. The minimum average energy coefficient of the third interlayer is calculated by fitting the measured data of the acceleration sensor under two working conditions, and the results are compared with the actual failure pattern. Finally, the displacement time history of each measuring point is obtained by processing the data measured by acceleration sensor, such as filter integral, and the failure mechanism of the model is discussed.
【學(xué)位授予單位】：長安大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU457

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 劉曉;唐輝明;熊承仁;劉清秉;;考慮能量-時間分布的邊坡動力可靠性分析新方法[J];巖土力學(xué);2015年05期

2 董士杰;魏紅衛(wèi);;加筋土邊坡地震穩(wěn)定性動點(diǎn)安全系數(shù)分析方法[J];巖土力學(xué);2014年S2期

3 李永靖;喬朋慶;邢洋;閆宣澎;;地震荷載下煤矸石路基變形室內(nèi)試驗(yàn)與數(shù)值模擬分析[J];中國地質(zhì)災(zāi)害與防治學(xué)報;2014年02期

4 陳國慶;黃潤秋;石豫川;許強(qiáng);;基于動態(tài)和整體強(qiáng)度折減法的邊坡穩(wěn)定性分析[J];巖石力學(xué)與工程學(xué)報;2014年02期

5 馮志仁;劉紅帥;于龍;;地震作用下含軟弱夾層順層巖質(zhì)邊坡表面放大效應(yīng)研究[J];防災(zāi)減災(zāi)工程學(xué)報;2014年01期

6 李陽;李同春;牛志偉;;邊坡動力響應(yīng)特性及破壞過程的振動臺試驗(yàn)研究[J];水電能源科學(xué);2014年01期

7 張玉;徐衛(wèi)亞;鄒麗芳;孫懷昆;;降雨條件下大型滑坡體滲流穩(wěn)定性分析[J];巖土力學(xué);2013年03期

8 楊國香;葉海林;伍法權(quán);祁生文;董金玉;;反傾層狀結(jié)構(gòu)巖質(zhì)邊坡動力響應(yīng)特性及破壞機(jī)制振動臺模型試驗(yàn)研究[J];巖石力學(xué)與工程學(xué)報;2012年11期

9 言志信;高樂;彭寧波;任志華;郭斌;;順層巖質(zhì)邊坡地震動力響應(yīng)研究[J];巖土力學(xué);2012年S2期

10 鄭穎人;;巖土數(shù)值極限分析方法的發(fā)展與應(yīng)用[J];巖石力學(xué)與工程學(xué)報;2012年07期

相關(guān)博士學(xué)位論文 前3條

1 聶瓊;小南海壩基軟弱夾層發(fā)育規(guī)律及三維可視化[D];中國地質(zhì)大學(xué);2014年

2 宋玉環(huán);西南地區(qū)軟硬互層巖質(zhì)邊坡變形破壞模式及穩(wěn)定性研究[D];成都理工大學(xué);2011年

3 姜云;公路隧道圍巖大變形的預(yù)測預(yù)報與對策研究[D];成都理工大學(xué);2004年

相關(guān)碩士學(xué)位論文 前3條

1 時紹波;地震荷載作用下風(fēng)積沙高路堤穩(wěn)定性模型試驗(yàn)研究[D];長安大學(xué);2015年

2 徐冠軍;滇西南地區(qū)高邊坡抗震性能振動臺模擬試驗(yàn)研究[D];長安大學(xué);2015年

3 魏龍生;軟弱夾層對巖質(zhì)邊坡穩(wěn)定性影響研究[D];昆明理工大學(xué);2015年

，

本文編號：2192518