【摘要】：在軟弱富水地層中進(jìn)行淺埋暗挖隧道施工,支護(hù)結(jié)構(gòu)和圍巖易產(chǎn)生較大的變形甚至失穩(wěn),從而影響地表及周?chē)h(huán)境。本文以東莞至惠州城際軌道交通工程GZH-5標(biāo)段中GDK25+080-GDK33+022.303段為工程背景,開(kāi)展軟弱富水地層中淺埋暗挖隧道支護(hù)結(jié)構(gòu)受力及地表沉降規(guī)律的研究,進(jìn)行了以下研究工作：(1)采用一種水泥堵漏劑按1：0.8的水灰比配制模型試驗(yàn)用噴混凝土；(2)改進(jìn)了注漿及噴混凝土設(shè)備,研制了能?chē)姵鲮F狀的噴混凝土噴頭以及壓力注漿花管。(3)開(kāi)展了2組模型試驗(yàn)(第1組未進(jìn)行全斷面超前注漿,第2組進(jìn)行了超前注漿),以CD工法進(jìn)行開(kāi)挖,模擬了隧道開(kāi)挖、支護(hù)、拆除中隔墻全過(guò)程,對(duì)拱架內(nèi)力及地表沉降進(jìn)行量測(cè),并對(duì)試驗(yàn)過(guò)程進(jìn)行了數(shù)值模擬。通過(guò)研究取得以下成果：(1)通過(guò)模型試驗(yàn),得到了隧道全斷面超前注漿的地表隆起曲線,注漿壓力采用30～50kPa時(shí),地表最大隆起量可達(dá)1.8mm,對(duì)應(yīng)實(shí)際工程隆起量45mm,超過(guò)淺埋暗挖法施工質(zhì)量控制標(biāo)準(zhǔn)規(guī)定的10mm。(2)橫向地表沉降曲線呈現(xiàn)Peck公式描述的正態(tài)分布曲線形式,最大沉降點(diǎn)偏向先開(kāi)挖側(cè)；模型試驗(yàn)地表最大沉降值為2.6mm(相當(dāng)于實(shí)際工程65mm),數(shù)值計(jì)算地表最大沉降值為1.42mm(相當(dāng)于實(shí)際工程35.5mm),均超過(guò)淺埋暗挖法施工質(zhì)量控制標(biāo)準(zhǔn)規(guī)定的30mm。(3)地表沉降歷時(shí)曲線表明,在開(kāi)挖面前進(jìn)至測(cè)點(diǎn)對(duì)應(yīng)斷面前所產(chǎn)生的地表沉降在總沉降中占很高的比例：模型試驗(yàn)的結(jié)果為83%,數(shù)值模擬為79.4%。其中,開(kāi)挖-1D～0D(D為隧道寬度)段時(shí)產(chǎn)生的地表沉降的比例可達(dá)63%,因此,為控制地表沉降,應(yīng)采用較強(qiáng)的超前支護(hù)手段,其中開(kāi)挖到距測(cè)點(diǎn)1D時(shí)尤為重要。(4)隧道開(kāi)挖對(duì)拱架彎矩及軸力產(chǎn)生明顯影響的縱向距離約為1D～2D;拆除中隔墻會(huì)引起拱架受力狀態(tài)產(chǎn)生較大變化；拆除中隔墻后,最大彎矩值出現(xiàn)在①區(qū)和④區(qū),②區(qū)和③區(qū)彎矩值較小并出現(xiàn)有負(fù)彎矩；最大軸力出現(xiàn)均在④區(qū),②區(qū)和③區(qū)軸力值較小,且會(huì)出現(xiàn)拉力。
[Abstract]:In the construction of shallow buried tunnel in weak water-rich stratum, the support structure and surrounding rock are prone to deform or even lose stability, thus affecting the surface and surrounding environment. In this paper, based on the background of GDK25 080-GDK33 022.303 in the GZH-5 section of Dongguan to Huizhou Intercity Rail Transit Project, the research on the force and ground subsidence law of shallow buried tunnel support structure in soft and water-rich ground is carried out. The following research works were carried out: (1) a cement plugging agent was used to prepare the model concrete for model test at the water / cement ratio of 1: 0.8; (2) the grouting and shotcrete equipment was improved. A spray concrete sprinkler and a pressure grouting tube are developed. (3) two groups of model tests are carried out (the first group has no full-section advance grouting, the second group has advanced grouting), and the tunnel excavation is simulated by CD method. In the whole process of supporting and removing the partition wall, the internal force and surface settlement of arch frame are measured, and the test process is simulated numerically. The results are as follows: (1) through the model test, the surface uplift curve of the full-section advance grouting tunnel is obtained. When the grouting pressure is 30~50kPa, The maximum uplift of the surface can reach 1.8 mm, corresponding to the actual engineering uplift of 45mm, which exceeds the 10mmm stipulated in the construction quality control standard of shallow buried excavation method. (2) the transverse surface settlement curve presents the normal distribution curve described by Peck formula, and the maximum settlement point is inclined to the first excavation side; The maximum surface settlement value of model test is 2.6mm (equivalent to actual engineering 65mm), and the maximum surface settlement value of numerical calculation is 1.42mm (equivalent to actual engineering 35.5mm), which is more than 30mm in the construction quality control standard of shallow buried excavation method. (3) the surface subsidence duration curve shows that, The surface settlement produced before the excavating surface advances to the corresponding section accounts for a high proportion of the total settlement: the result of the model test is 833 and the numerical simulation is 79.4. The proportion of ground subsidence caused by excavation of -1D / 0D (D is the width of tunnel) can reach 63. Therefore, in order to control the surface settlement, a strong advance support method should be adopted. (4) the longitudinal distance of tunnel excavation to the moment and axial force of arch frame is about 1D ~ 2D; removing the middle partition will cause great changes in the stress state of the arch frame; after removing the middle partition wall, the stress state of the arch frame will be changed greatly. The maximum moment values are smaller in zone 1 and 4, and have negative moment in region 2 and 3, and the maximum axial force is smaller in zone 2 and zone 3, and tensile force will occur.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：U452.11;U455.7

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本文編號(hào)：2201910