【摘要】：我國疆域遼闊,山區(qū)眾多,大山一直是阻礙經(jīng)濟(jì)交通發(fā)展的重要屏障。由于受到地形、地貌、環(huán)境與投資等因素的影響,建造公路時經(jīng)常會遇到在陡坡上修筑填方路基的問題。在陡坡上修筑回填路基過程中,由于普通回填土具有高壓縮性、自重大等特點(diǎn),選用普通回填土作為路基會對陡坡穩(wěn)定性帶來較大不良影響。隨著回填路基工程的發(fā)展,輕量土體解決了一些以往工程難以解決的問題。輕量土體有以下幾個特點(diǎn):1)輕量土體具有較輕的容重,但其強(qiáng)度仍然保持較高的水平;2)輕量土體固化后自立性非常好,側(cè)壓力系數(shù)較小。若采用輕量土體代替普通回填土材料,可大大增加邊坡穩(wěn)定性,減少加固費(fèi)用,并可以設(shè)計(jì)較少體積的支擋結(jié)構(gòu),增加工程經(jīng)濟(jì)性。本課題來源于河南省重點(diǎn)科技攻關(guān)項(xiàng)目“基于輕量土技術(shù)的淤泥再生材料應(yīng)用研究(152102310082)和鄭州市科技計(jì)劃項(xiàng)目“EPS淤泥再生混合輕量土技術(shù)與應(yīng)用研究(20130820)。本文以深圳龍崗某公路邊坡為例,主要研究輕量土-支擋結(jié)構(gòu)聯(lián)體模型在陡坡回填路基中的模擬應(yīng)用�；诶碚撚�(jì)算、數(shù)值模擬等方法,對陡坡路基進(jìn)行穩(wěn)定性計(jì)算,分析輕量土-支擋結(jié)構(gòu)聯(lián)體模型與普通回填土對邊坡穩(wěn)定性及擋土墻的影響。本文的主要研究內(nèi)容和結(jié)論有以下幾個方面:(1)確定輕量土配方,獲取參數(shù)。選取典型配方,進(jìn)行輕量土試驗(yàn),旨在獲取輕量土體材料的彈性模量、重度、內(nèi)摩擦角與黏聚力等物理力學(xué)表征參數(shù)。(2)基于理正邊坡綜合治理與有限元計(jì)算軟件,對陡坡路基在無支護(hù)、普通回填土、輕量土-支擋結(jié)構(gòu)三種狀態(tài)下進(jìn)行穩(wěn)定性計(jì)算。三種狀態(tài)下安全系數(shù)依次為1.41948、0.81605、1.316。理論計(jì)算結(jié)果表明:陡坡在原始狀態(tài)下處于穩(wěn)定狀態(tài),回填普通土后路基處于不穩(wěn)定狀態(tài),換填為輕量土后陡坡恢復(fù)穩(wěn)定狀態(tài)。輕量土回填路基對于邊坡穩(wěn)定性有較大貢獻(xiàn)。(3)基于Abaqus有限元計(jì)算軟件,在普通回填土與輕量回填土兩種工況下,選取9個典型點(diǎn)位,對陡坡土體位移、應(yīng)力、應(yīng)變進(jìn)行分析。分析結(jié)果表明,回填路基換填為輕量土體后,土體應(yīng)力應(yīng)變數(shù)值整體小于普通回填土。在兩種工況下,輕量回填土的應(yīng)力與應(yīng)變值都小于普通回填土,9個點(diǎn)位最大應(yīng)力值相差20%,最大應(yīng)變值相差22%。(4)通過Abaqus有限元計(jì)算軟件,對擋土墻進(jìn)行結(jié)構(gòu)受力數(shù)值模擬計(jì)算,分析擋土墻墻體應(yīng)力應(yīng)變及擋土墻位移。擋土墻在普通回填土狀態(tài)下最大應(yīng)力為165kPa,輕量土狀態(tài)下為133kPa。擋土墻墻后位移在工況一狀態(tài)下為100.3mm,工況二狀態(tài)下為13.7mm,擋土墻整體位移減小87mm。計(jì)算擋土墻抗滑移穩(wěn)定系數(shù)及抗傾覆穩(wěn)定系數(shù),工況一狀態(tài)下?lián)跬翂够�(wěn)定系數(shù)與抗傾覆穩(wěn)定系數(shù)分別為1.45和2.51,工況二狀態(tài)下?lián)跬翂够�(wěn)定系數(shù)與抗傾覆穩(wěn)定系數(shù)分別為1.64和3.01。通過輕量土-支擋結(jié)構(gòu)聯(lián)體模型與普通回填土在陡坡回填路基中的對比應(yīng)用研究,聯(lián)體模型在工程應(yīng)用中具有較高的經(jīng)濟(jì)性及安全性,值得推廣應(yīng)用。
[Abstract]:China has a vast territory and a large number of mountainous areas. The mountain has always been an important barrier to the development of economic traffic. Due to the influence of terrain, geomorphology, environment and investment, the problem of building fill subgrade on the steep slope is often encountered in the construction of highways. In the process of building backfill road base on steep slopes, because the ordinary backfill has high pressure shrinkage, With the characteristics of heavy self weight, the use of ordinary backfill as subgrade will bring great adverse effects on the stability of steep slope. With the development of backfilling subgrade engineering, light mass soil solves some problems which are difficult to solve in the past. The light weight soil has the following several characteristics: 1) light weight soil has light bulk density, but its strength remains high water 2) the light weight soil has a very good self-supporting and less side pressure coefficient after curing. If the lightweight soil is used instead of the ordinary backfill material, the stability of the slope can be greatly increased and the cost of reinforcement can be reduced, and the less volume of retaining structure can be designed to increase the engineering economy. This topic is based on the light quantity of key scientific and technological key projects in Henan province. Research on the application of soil technology for sludge regenerating materials (152102310082) and Zhengzhou science and technology project project "EPS silt regeneration mixed lightweight soil technology and Application Research (20130820). This paper takes a highway slope in Longgang, Shenzhen as an example, mainly to study the simulation application of lightweight soil and retaining structure model in steep slope backfill subgrade. Numerical simulation and other methods are used to calculate the stability of the steep slope subgrade, and analyze the influence of the lightweight soil - retaining structure model and the ordinary backfill soil on the slope stability and retaining wall. The main contents and conclusions of this paper are as follows: (1) determining the formula of lightweight soil and obtaining parameters. The physical and mechanical characterization parameters such as elastic modulus, severe, internal friction angle and cohesive force are obtained. (2) based on the comprehensive treatment and finite element calculation software of the slope, the stability of the steep slope subgrade is calculated under the three states of no support, ordinary backfill soil and light soil retaining structure. The safety coefficient in three states is in turn. The results of 1.41948,0.81605,1.316. theoretical calculation show that the steep slope is in a stable state in the original state, the subgrade is in the unstable state after backfilling the ordinary soil, and the steep slope is restored to stability after the replacement of the light soil. The lightweight soil backfill subgrade has great contribution to the slope stability. (3) based on the Abaqus finite element calculation software, it is used in the ordinary backfill soil and the soil. Under two conditions of light backfill, 9 typical points are selected to analyze the displacement, stress and strain of the steep slope. The results show that the stress and strain value of the soil is less than that of the ordinary backfill after the backfill subgrade is replaced by the lightweight soil. In the two conditions, the stress and strain value of the lightweight backfill soil are less than the ordinary backfill soil, 9 points. The difference of the maximum stress value is 20%, the difference of the maximum strain value is 22%. (4). Through the Abaqus finite element calculation software, the stress and strain of retaining wall wall and the displacement of retaining wall are analyzed by the numerical simulation of the retaining wall. The maximum stress of retaining wall in the ordinary backfill is 165kPa, and the displacement of the wall wall of the 133kPa. retaining wall under the light soil condition is the post displacement. Under the condition of one condition, 100.3mm and 13.7mm, the overall displacement of retaining wall is reduced by 87mm. to calculate the sliding stability coefficient of retaining wall and the anti overturning stability coefficient. The anti sliding stability coefficient and the anti overturning stability coefficient of retaining wall are 1.45 and 2.51 respectively under the condition of working condition, and the anti slip stability coefficient and anti dip coefficient and anti dumping coefficient of retaining wall under the condition of working condition two. The stability coefficient is 1.64 and 3.01., respectively, through comparison and application of light soil retaining structure model and ordinary backfill in steep slope backfill subgrade. The joint model has high economy and safety in engineering application. It is worth popularizing.
【學(xué)位授予單位】：河南工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：U416.1

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