【摘要】：針對深部復合地層TBM隧道變形時空演化規(guī)律問題,本文采用數(shù)字照相量測技術和人工制斑方法,研究了隧道變形的時空演化規(guī)律;采用FLAC3D數(shù)值模擬軟件,建立深部復合地層下TBM隧道的三維數(shù)值模型,分析了支護形式、埋深、掘進速度、超挖間隙、超前支護強度、支護時機、復合地層對隧道圍巖穩(wěn)定性的影響。主要研究成果如下:(1)通過數(shù)字照相量測技術,獲得了隧道橫斷面圍巖的變形破裂隨荷載變化的時空演化規(guī)律:1)隨著荷載的增大,隧道兩側拱腰出現(xiàn)了兩條斜向上的弧形剪切滑移帶,頂板上部巖體沿著剪切帶發(fā)生整體性滑動,導致隧道失穩(wěn)破壞。2)隧道左右邊墻和頂板處巖體的徑向位移與模型荷載大小呈單指數(shù)衰減關系。(2)采用透明巖體實驗新技術,獲得了隧道縱斷面圍巖的變形破裂規(guī)律:1)隨著荷載的增大,掌子面前方25mm范圍內(nèi)和隧道頂部的巖體整體向下滑動,掌子面前方25mm范圍外的巖體,沿著與隧道掘進方向成55°的弧形線向斜下方滑動;2)掌子面處中心線上部巖體沿著與中心線呈30°的弧形向隧道內(nèi)滑動;3)掌子面前方巖體的水平位移與模型荷載呈雙指數(shù)衰減關系;4)在掌子面前方以及模型邊界處出現(xiàn)弧形剪切帶。(3)采用普通相似材料實驗方法,對上軟下硬傾斜復合地層進行數(shù)字照相量測實驗分析。結果表明,隧道圍巖出現(xiàn)分區(qū)破壞,在圍巖中出現(xiàn)兩條剪切帶,一條垂直于軟硬地層交界線的剪切帶,另一條與軟弱地層交界線上方重合,造成頂部巖體的整體剪切破壞。(4)采用FLAC3D有限差分軟件,獲得了深部復合地層TBM隧道變形的時空演化規(guī)律:1)TBM隧道圍巖塑性區(qū)呈‘X’型,以剪切破壞為主;2)圍巖位移隨埋深呈線性增長關系;計算步數(shù)越多,開挖引起的不平衡力釋放比例增加不大,對圍巖穩(wěn)定性的影響較小;超挖間隙越大、滯后支護的時間越長,隧道圍巖變形越大;3)TBM隧道掘進使開挖面產(chǎn)生空間效應,在開挖面前方3倍洞涇范圍處地層已發(fā)生變形,掌子面處位移已達到總位移的55%。
[Abstract]:In order to solve the problem of space-time evolution of TBM tunnel deformation in deep composite strata, this paper studies the temporal and spatial evolution law of tunnel deformation by using digital photographic measurement and artificial spot making method, and uses FLAC3D numerical simulation software. The three-dimensional numerical model of TBM tunnel in deep composite stratum is established. The influence of support form, buried depth, tunneling speed, overcut gap, advance support intensity, supporting opportunity and composite formation on the stability of surrounding rock of tunnel is analyzed. The main research results are as follows: (1) with the increase of the load, the space-time evolution law of the deformation and rupture of the tunnel cross section surrounding rock with the change of load is obtained by the digital photographic measurement technology. On both sides of the tunnel, two curved shear slip zones appeared in the arch waist of the tunnel, and the upper roof rock mass slid along the shear zone as a whole. 2) the radial displacement of the left and right side wall and roof of the tunnel has a single exponential attenuation relationship with the model load. (2) A new technique of transparent rock mass experiment is adopted. With the increase of load, the rock mass in front of the face of the tunnel and at the top of the tunnel slips downwards, and the rock mass outside the range of 25mm in front of the face of the tunnel is obtained, and the rock mass outside the range of 25mm in front of the face of the tunnel is obtained. Sliding along the bottom of the arc line syncline 55 擄with the heading of the tunnel) the upper rock mass of the centerline at the palm face glides 30 擄toward the tunnel along the centerline) the horizontal displacement and the model load of the rock mass in front of the face of the tunnel are double. The exponential attenuation relation is 4) there is an arc shear band in front of the palm and at the model boundary. (3) the common similar material experimental method is used. The digital photographic measurement and analysis of the upper soft and hard inclined composite strata are carried out. The results show that there are two shear zones in the surrounding rock, one is perpendicular to the boundary line of soft and hard strata, the other overlaps with the boundary line of weak strata. (4) the space-time evolution law of TBM tunnel deformation in deep composite strata is obtained by using FLAC3D finite difference software. The plastic zone of surrounding rock of TBM tunnel is of X' type. The displacement of surrounding rock increases linearly with the buried depth, the larger the calculation steps, the less the proportion of unbalance force released by excavation, and the larger the gap between overexcavation and excavation, the longer the time of delayed support. The larger the surrounding rock deformation of the tunnel is, the greater the deformation of the tunnel is. The excavation of the TBM tunnel causes the excavation surface to produce spatial effect. The stratum has been deformed in the area of 3 times of the tunnel surface, and the displacement of the face has reached 55% of the total displacement.
【學位授予單位】：中國礦業(yè)大學
【學位級別】：碩士
【學位授予年份】：2015
【分類號】：U451

【參考文獻】

相關期刊論文 前6條

1 賀廣零;洪芳;王艷蘋;;采空區(qū)煤柱-頂板系統(tǒng)失穩(wěn)的力學分析[J];河北工程大學學報(自然科學版);2007年01期

2 劉泉聲;時凱;黃興;;臨近巷道掘進擾動效應下巷道變形監(jiān)測分析[J];煤炭學報;2011年06期

3 熊俊華,李建林;BP神經(jīng)網(wǎng)絡在卸荷巖體穩(wěn)定分析中的應用[J];三峽大學學報(自然科學版);2002年01期

4 尚彥軍,史永躍,曾慶利,尹俊濤,薛繼洪;昆明上公山隧道復雜地質條件下TBM卡機及護盾變形問題分析和對策[J];巖石力學與工程學報;2005年21期

5 劉建坡;李元輝;田軍;趙興東;劉洪濤;甘懷營;;基于單鍵群方法的巖石破裂聲發(fā)射時空分布特征的試驗研究[J];巖石力學與工程學報;2010年S2期

6 楊松林,朱煥春,劉祖德;加錨層狀巖體的本構模型[J];巖土工程學報;2001年04期

相關博士學位論文 前2條

1 冷先倫;深埋長隧洞TBM掘進圍巖開挖擾動與損傷區(qū)研究[D];中國科學院研究生院（武漢巖土力學研究所）;2009年

2 蘇華友;雙護盾TBM開挖深埋隧洞圍巖穩(wěn)定性研究[D];西南交通大學;2009年

，

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