本文選題：盾構(gòu)隧道 + 深基坑��； 參考：《山東大學(xué)》2017年碩士論文

【摘要】：地鐵在修建過(guò)程中不可避免的要穿越各城市的建筑密集區(qū),車站附近往往分布著大量的住宅、辦公建筑,隧道建設(shè)和基坑開(kāi)挖對(duì)周邊環(huán)境的影響被越來(lái)越多的被決策者及工程人員所重視。先站后隧法方案是目前已知最為節(jié)省成本、最安全可靠也是最常用的施工方法。我國(guó)將進(jìn)一步加大各城市的地鐵建設(shè)力度,因此盾構(gòu)進(jìn)站、出站的問(wèn)題應(yīng)得到足夠的關(guān)注,這無(wú)論是在保證周邊環(huán)境安全還是在節(jié)省建設(shè)成本方面都具有十分重要的意義。在車站基坑開(kāi)挖以及盾構(gòu)進(jìn)站過(guò)程中,基坑周邊地層的應(yīng)力會(huì)受到基坑支護(hù)結(jié)構(gòu)變形、坑底卸荷回彈、盾構(gòu)掘進(jìn)壓力等各種因素的影響。各種因素的影響機(jī)理及程度又不盡相同,因此很難對(duì)這一過(guò)程中各結(jié)構(gòu)的穩(wěn)定性進(jìn)行直觀評(píng)價(jià)。雖然目前關(guān)于盾構(gòu)掘進(jìn)期間的開(kāi)挖面穩(wěn)定性以及盾構(gòu)對(duì)周邊環(huán)境的影響方面的理論比較豐富,但關(guān)于盾構(gòu)進(jìn)站過(guò)程的研究依然比較缺乏。本文借助長(zhǎng)株潭城際鐵路樹(shù)木嶺隧道工程實(shí)測(cè)數(shù)據(jù),以正交實(shí)驗(yàn)設(shè)計(jì)方法結(jié)合神經(jīng)網(wǎng)絡(luò)對(duì)該區(qū)段地層參數(shù)進(jìn)行反演,利用FLAC3D數(shù)值分析軟件建立盾構(gòu)進(jìn)、出站工程模型,研究基坑開(kāi)挖、隧道掘進(jìn)以及盾構(gòu)進(jìn)、出站期間的地表隆沉變化及地應(yīng)力演化規(guī)律,針對(duì)盾構(gòu)進(jìn)出站期間的周邊土體的應(yīng)力變化、位移變化以及基坑支護(hù)結(jié)構(gòu)內(nèi)力變化的規(guī)律及成因進(jìn)行探索。為今后車站基坑支護(hù)結(jié)構(gòu)的優(yōu)化提供依據(jù)。本文主要結(jié)論如下:1、在施工過(guò)程中地層損失率隨著開(kāi)挖天數(shù)的增加不斷增大并逐漸趨于穩(wěn)定,因此名義地層損失率與地層損失率相差不大,名義地層損失率測(cè)取周期短,因此更具有實(shí)用價(jià)值。2、在基坑開(kāi)挖過(guò)程中,坑底卸荷回彈是以地連墻+內(nèi)支撐作為支護(hù)結(jié)構(gòu)的基坑的周邊地表變形的主要原因。隨著坑內(nèi)土體的挖除基坑底的卸荷回彈可以造成基坑圍護(hù)結(jié)構(gòu)的上升,從而帶動(dòng)基坑周邊土體的上升。3、當(dāng)掘進(jìn)面推進(jìn)至距基坑邊緣4m范圍以內(nèi)時(shí),掘進(jìn)面其前方靠近基坑部分地層會(huì)形成塌落拱,土層自然形成的塌落拱拱腳一端落在隧道支護(hù)結(jié)構(gòu)上,另一端則落在基坑的圍護(hù)結(jié)構(gòu)上。由于土拱的存在,越靠近基坑邊緣的地表土層受隧道開(kāi)挖的影響越小。4、盾構(gòu)進(jìn)站開(kāi)挖會(huì)造成基坑附近土體向遠(yuǎn)離基坑方向移動(dòng)�；觾�(nèi)各支撐受盾構(gòu)掘進(jìn)壓力的影響,由地連墻、基坑中上部的支撐形成一組杠桿體系,造成頂部的支撐壓力減小而底部支撐的支護(hù)壓力增大的現(xiàn)象。5、在出站過(guò)程中,靠近基坑部分向遠(yuǎn)離基坑方向移動(dòng),而距離基坑較遠(yuǎn)的土體向靠近基坑方向移動(dòng)�；由戏街屋S力增大,下方支撐軸力減小,中部位置的支撐軸力基本保持不變。
[Abstract]:In the construction of subway, it is inevitable to pass through the built-up areas of various cities, and there are often a large number of residential and office buildings near the stations. The influence of tunnel construction and foundation pit excavation on surrounding environment has been paid more and more attention by decision makers and engineers. The first station after tunneling method is the most cost-saving, the safest and most commonly used construction method. China will further increase the construction of subway in various cities, so the problem of shield tunneling station and exit station should be paid enough attention, which is of great significance in ensuring the safety of surrounding environment and saving the construction cost. During the excavation of station foundation pit and the process of shield tunneling, the stress around the foundation pit will be affected by the deformation of foundation pit support structure, the unloading of pit bottom, the pressure of shield tunneling, and so on. The influence mechanism and degree of various factors are different, so it is difficult to evaluate the stability of each structure directly. Although there are abundant theories about the stability of excavation surface during shield tunneling and the influence of shield tunneling on the surrounding environment, the research on the process of shield tunneling is still lacking. Based on the measured data of Shuiling tunnel of Chang-Zhuzhou-Zhuzhou-Xiangtan intercity railway, this paper uses orthogonal experimental design method combined with neural network to inverse the stratum parameters of this section, and sets up the engineering model of shield tunneling and exit station by using FLAC3D numerical analysis software. This paper studies the variation of surface uplift and subsidence and the evolution of in-situ stress during excavation, tunneling and shield tunneling, aiming at the stress changes of surrounding soil during the period of shield tunneling. The change of displacement and the internal force of foundation pit support structure are discussed. It provides the basis for the optimization of the supporting structure of the station foundation pit in the future. The main conclusions of this paper are as follows: 1. In the construction process, the formation loss rate increases with the increase of excavation days and tends to be stable gradually, so the nominal formation loss rate has little difference with the formation loss rate, and the measuring period of nominal formation loss rate is short. Therefore, it has more practical value .2.In the excavation process of foundation pit, the bottom unloading springback is the main reason for the ground deformation around the foundation pit with the support inside the ground connecting wall. With the excavation of soil in the pit, the unloading rebound of the bottom of the foundation pit can cause the rise of the retaining structure of the foundation pit, thus driving the soil around the foundation pit to rise .3. when the excavation surface is pushed within 4m from the edge of the foundation pit, Collapse arch will be formed in front of excavation surface near some ground of foundation pit, one end of collapse arch foot of soil layer will fall on tunnel support structure, the other end will fall on foundation pit enclosure structure. Because of the existence of soil arch, the soil layer near the edge of foundation pit is less affected by tunnel excavation, and the excavation of shield tunneling station will cause the soil around the foundation pit to move away from the foundation pit. Each bracing in foundation pit is affected by shield tunneling pressure, and a group of leverage system is formed by the ground connecting wall and the support of the middle and upper part of the foundation pit, which results in the reduction of the supporting pressure at the top and the increase of the support pressure at the bottom. Near the foundation pit part moves away from the foundation pit, and the soil which is far away from the foundation pit moves towards the foundation pit direction. The supporting axial force increases at the top of the foundation pit, decreases at the bottom, and remains unchanged in the middle position.
【學(xué)位授予單位】：山東大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：U455.43;TU473.2

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