【摘要】：論文以西安地鐵四號(hào)線雁南四路站~大唐芙蓉園站區(qū)間存車線大斷面小間距隧道為研究對(duì)象,采用數(shù)值模擬分析和現(xiàn)場(chǎng)監(jiān)測(cè)方法對(duì)黃土地區(qū)的淺埋小間距隧道的施工工藝、施工參數(shù)和變形規(guī)律進(jìn)行了分析研究,并在此基礎(chǔ)上對(duì)二次襯砌的厚度進(jìn)行優(yōu)化。論文的研究成果為西安市地鐵四號(hào)線小間距隧道的施工提供了科學(xué)依據(jù)與技術(shù)指導(dǎo)。論文主要的工作及取得的成果如下:(1)隧道的開挖方法:論文基于實(shí)際工程背景,選取合適的計(jì)算參數(shù),通過有限元軟件對(duì)目前三種常用的大斷面隧道的開挖方式進(jìn)行分析,通過比較土體位移和支護(hù)結(jié)構(gòu)的受力分析,得出了最優(yōu)的施工方法。(2)施工參數(shù)優(yōu)化:根據(jù)理論研究和以往經(jīng)驗(yàn)選取大、小斷面掌子面之間合理的間距,對(duì)不同間距的隧道施工過程進(jìn)行三維數(shù)值模擬分析,分別比較地表沉降、支護(hù)結(jié)構(gòu)變形和受力以及塑性區(qū)的分布情況,得到掌子面之間的間距為3倍洞徑時(shí)較為合適。(3)隧道受力和變形規(guī)律:依據(jù)論文的優(yōu)化結(jié)果通過數(shù)值模擬對(duì)隧道的開挖全過程的土體和支護(hù)結(jié)構(gòu)的受力和變形規(guī)律進(jìn)行分析總結(jié),得出大斷面小間距黃土隧道在開挖過程中的變形和受力特點(diǎn),即地表最大沉降位置和支護(hù)結(jié)構(gòu)的位移趨勢(shì);在此基礎(chǔ)上和現(xiàn)場(chǎng)監(jiān)測(cè)數(shù)據(jù)進(jìn)行對(duì)比,驗(yàn)證了數(shù)值模擬結(jié)果的可靠性,為下一步隧道的施工提供理論上的指導(dǎo)。(4)二次襯砌優(yōu)化:基于隧道設(shè)計(jì)的相關(guān)內(nèi)容,通過有限元軟件對(duì)不同厚度二次襯砌結(jié)構(gòu)的受力情況進(jìn)行求解,得到大斷面隧道襯砌結(jié)構(gòu)的內(nèi)力分布和變形情況,研究了大斷面襯砌結(jié)構(gòu)的受力隨厚度的變化規(guī)律,得到襯砌結(jié)構(gòu)中受力最不利位置在拱腰仰拱處�；诓煌穸纫r砌結(jié)構(gòu)的受力情況,參考相關(guān)規(guī)范求出不同厚度襯砌結(jié)構(gòu)的安全系數(shù)和配筋量。根據(jù)計(jì)算結(jié)果建立以工程造價(jià)為目標(biāo)的數(shù)學(xué)模型,并以強(qiáng)度條件和配筋率為約束條件,通過對(duì)目標(biāo)函數(shù)進(jìn)行求解,分別計(jì)算出不同厚度襯砌結(jié)構(gòu)的造價(jià),得到滿足約束條件的混凝土厚度為60cm時(shí)二襯造價(jià)最低。
[Abstract]:This paper takes Yannan Silu Station of Xi'an Metro Line No. 4 ~ Datang Furong Yuan Station as the research object, adopts numerical simulation analysis and field monitoring method to construct the shallow buried small spacing tunnel in loess area. The construction parameters and deformation law are analyzed and studied, and the thickness of secondary lining is optimized. The research results of this paper provide scientific basis and technical guidance for the construction of small spacing tunnel of Xi'an Metro Line No. 4. The main work and achievements are as follows: (1) the excavation method of tunnel: based on the actual engineering background, the paper selects the appropriate calculation parameters, and analyzes the excavation methods of three kinds of large section tunnel in common use by finite element software. The optimum construction method is obtained by comparing the displacement of soil mass with the stress of supporting structure. (2) Optimization of construction parameters: according to theoretical research and previous experience, reasonable spacing between large and small section face is selected. Three-dimensional numerical simulation analysis of tunnel construction process with different spacing is carried out to compare the surface settlement, deformation and stress of supporting structure and the distribution of plastic zone, respectively. When the distance between the face of the palm is 3 times the diameter of the tunnel, it is more suitable. (3) the law of tunnel stress and deformation: according to the optimization result of the paper, the stress and deformation of soil and supporting structure during the excavation of tunnel are simulated by numerical simulation. Law for analysis and summary, The deformation and stress characteristics of loess tunnel with large section and small spacing during excavation are obtained, that is, the maximum settlement position of the surface and the displacement trend of the supporting structure, and on this basis, the deformation and stress characteristics of the loess tunnel are compared with the field monitoring data. It verifies the reliability of the numerical simulation results and provides theoretical guidance for the next tunnel construction. (4) Secondary lining optimization: based on the relevant contents of tunnel design, The internal force distribution and deformation of large section tunnel lining structure are obtained by solving the stress situation of secondary lining structure with different thickness by finite element software, and the variation law of force and thickness of large section lining structure is studied. It is found that the most disadvantageous position of the lining structure is at the arch-waist invert. Based on the stress condition of lining structure with different thickness, the safety factor and reinforcement quantity of lining structure with different thickness are calculated by referring to relevant codes. According to the result of calculation, a mathematical model with the aim of engineering cost is established, and the cost of lining structure with different thickness is calculated by solving the objective function with the strength condition and reinforcement ratio as the constraint condition. When the thickness of concrete satisfying the constraint condition is 60cm, the cost of the second lining is the lowest.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：U455

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