本文選題：白塔山 + 黃土��； 參考：《蘭州交通大學(xué)》2017年碩士論文

【摘要】：本文以蘭州市白塔山黃土邊坡滑坡病害為工程背景,對黃土地區(qū)滑坡的破壞機理及整治技術(shù)進行研究。通過查閱相關(guān)文獻(xiàn)資料,首先,對黃土的分布、特性以及滑坡的成因、分類進行了總結(jié)分析;其次,結(jié)合國內(nèi)外滑坡研究現(xiàn)狀對黃土地區(qū)滑坡的觸發(fā)因素、變形特征等進行了總結(jié);最后,通過一些基本的物理性質(zhì)試驗、三軸剪切試驗、室內(nèi)模型試驗、數(shù)值模擬以及相關(guān)的一些數(shù)據(jù)資料分析,對白塔山碑林地區(qū)黃土滑坡的發(fā)生機理及整治措施做了較為詳細(xì)的研究。得出的主要結(jié)論如下:(1)影響黃土邊坡穩(wěn)定性的因素除了地形地貌、地質(zhì)條件外還有降雨入滲、地震、凍融、人類活動等外界因素。對于黃土滑坡的防治要結(jié)合當(dāng)?shù)貤l件,綜合考慮內(nèi)外因素,消除水的影響,采取較為合理的支護方案。(2)依據(jù)現(xiàn)場取回的土樣,在室內(nèi)用原狀土做了密度試驗和含水率試驗,用擾動土做了擊實試驗,用重塑土做了三軸剪切試驗。結(jié)果表明,取回土樣的平均密度為1.47g/cm3,平均含水率為3.9%,最大干密度為1.83 g/cm3,最優(yōu)含水率為16.4%,土樣的粘聚力和內(nèi)摩擦角隨著含水率的變化而相應(yīng)地改變。(3)在室內(nèi)降雨模型試驗中,從降雨開始到結(jié)束,雨水的入滲率逐漸減小并趨于穩(wěn)定,入滲率降低是土體從非飽和到吸水飽和,滲透性降低,基質(zhì)吸力減小的結(jié)果。在降雨過程中,坡體總的入滲規(guī)律為:坡體頂部比斜坡部分入滲速率快,坡體表面含水率持續(xù)增加接近飽和,隨后逐漸入滲到坡體內(nèi)部。對沿著斜坡淺層部分的三個點進行孔隙水壓力監(jiān)測時,孔隙水壓力先增長到峰值,然后在某一范圍內(nèi)上下浮動,降雨分別進行到150分鐘和350分鐘的時候,坡體中部的淺層位置處孔隙水壓力明顯減小,該處土體出現(xiàn)一定程度的失穩(wěn)破壞。從降雨開始到發(fā)生大規(guī)�；陆Y(jié)束,整個過程共分為三個階段,即裂縫的產(chǎn)生、滑體的形成和滑體的蠕動破壞。(4)用極限平衡法對H-1號前級斜坡進行穩(wěn)定性分析表明,斜坡在自然狀態(tài)下的穩(wěn)定系數(shù)為1.028,是欠穩(wěn)定的;在長期降雨及灌溉入滲下的穩(wěn)定系數(shù)為0.937,是不穩(wěn)定的。用FLAC 3D數(shù)值模擬發(fā)現(xiàn),斜坡在自然狀態(tài)下用抗滑樁支護前后的穩(wěn)定系數(shù)分別為1.04、1.52;在長期降雨及灌溉入滲下用抗滑樁支護前后的穩(wěn)定系數(shù)分別為0.95、1.37。
[Abstract]:In this paper, based on the engineering background of the landslide disease of the Baita Mountain Slope in Lanzhou, the failure mechanism and regulation technology of the landslides in the loess area are studied. First, the distribution, characteristics and causes of the landslides are summarized and analyzed. Secondly, the loess area is combined with the status of landslides at home and abroad to the loess region. The triggering factors and deformation characteristics of the landslide are summarized. Finally, through some basic physical properties test, three axis shear test, indoor model test, numerical simulation and some related data analysis, the mechanism and regulation measures of loess landslides in the Beit mountain forest area are studied in detail. The conclusions are as follows: (1) the factors affecting the stability of loess slope are in addition to topography and geomorphology, and outside factors such as rainfall infiltration, earthquake, freezing thawing, human activity and other factors. The prevention and control of loess landslides should be combined with the local conditions, comprehensive consideration of internal and external factors to eliminate the impact of water, and take a more reasonable support scheme. (2) retrieved according to the site. The soil sample was tested in the density test and water content test in the original soil. The three axis shear test was made with the remolded soil. The results showed that the average density of the remolded soil was 1.47g/cm3, the average water content was 3.9%, the maximum dry density was 1.83 g/cm3, the optimum water content was 16.4%, the cohesive force and the internal friction angle of the soil samples were along with the internal friction angle. (3) in the indoor rainfall model test, from the beginning to the end of the rainfall, the infiltration rate of the rain gradually decreases and tends to be stable, the infiltration rate is reduced from unsaturated to water saturation, the permeability is reduced, and the matrix suction is reduced. In the process of rainfall, the infiltration law of the slope body is the top of the slope body. The infiltration rate of the part is faster than the slope part, and the water content of the surface of the slope continues to increase close to saturation, and then gradually infiltrate into the interior of the slope. When the pore water pressure is monitored at three points along the shallow part of the slope, the pore water pressure increases first to the peak, and then fluctuate up and down in a certain range, and the rainfall is carried out to 150 and 350 minutes respectively. At the same time, the pore water pressure in the shallow layer of the middle part of the slope is obviously reduced, and the soil body appears to a certain degree of instability and failure. From the beginning of the rain to the end of the large-scale landslide, the whole process is divided into three stages, namely, the formation of the cracks, the formation of the slide body and the creep damage of the slide body. (4) the slope of the H-1 front grade is entered by the limit equilibrium method. The stability analysis of the slope shows that the stability coefficient of the slope is 1.028 under the natural state, and it is less stable. The stability coefficient of the long-term rainfall and irrigation infiltration is 0.937, which is unstable. The stability coefficient of the slope under the natural state of the slope under the natural state of the anti slide pile is 1.04,1.52, respectively, and in the long-term rainfall and irrigation, the stability coefficient of the slope is 1.028 under the natural state. The stability coefficient before and after the use of anti slide piles is 0.95,1.37.
【學(xué)位授予單位】：蘭州交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU43;TU753

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