乌池坝隧道围岩不定位块体稳定性分析

乌池坝隧道是沪蓉西高速公路恩施至利川段的控制性工程。随着隧道的开挖,岩体沿其切割结构面或临空面产生整体或局部移动,导致围岩失稳而不能施工。针对隧道施工揭露的围岩地质信息,通过几何分析和力学分析,研究该隧道ZK259＋738-ZK259＋768段围岩不定位块体的空间分布,识别关键块体及其破坏类型,并对比运用UNWEDGE软件建立了该段隧道和围岩块体的三维模型,对其中关键块体进行稳定性评价,计算加固所需的锚固力。研究表明,在超前预报中根据隧道施工的围岩地质信息可以有效地识别围岩块体,获得不定位块体分布状况、查明关键块体,在工程实际块段能确定相应块体稳定性系数及工程安全所需锚固力。     

Dynamic response of partially sealed circular tunnel in viscoelastic saturated soil

Based on Biot's wave equation, dynamic response of a circular tunnel with partially sealed liner in viscoelastic saturated soil is investigated. By introducing two scalar potential functions, the analytical solutions of stresses, displacements and pore pressure induced by axisymmetric gradually applied step load are derived in Laplace transform domain. Numerical results are obtained by inverting Laplace transform presented by Durbin and used to analyze the influences of partial permeable property of boundary and viscoelastic damping coefficient of soil on dynamic response of the tunnel. It is shown that the attenuation of radial displacement appeared with the increase of viscoelastic damping coefficient of soil, and relative rigidity of liner and soil, and the influence of partial sealing property of boundary on stresses, displacements and pore pressure is remarkable. The available solutions of permeable and impermeable boundary conditions are only two extreme cases of this paper.     

Analytical formulas for the geometric and inertia quantities of the largest removable blocks around tunnels

This paper presents algorithms for determining the vertices of the maximum removable block (MB) created by a joint pyramid (JP) around a tunnel when discontinuities are fully persistent. It is shown that an MB cannot be formed by more than 4 discontinuities and this drastically limits the proliferation of rock blocks that need to be analysed. The non‐convex block obtained after the MB is tunnelled through (real maximum block, RMB) is partitioned into a set of tetrahedra, and procedures are given for determining the vertices of these tetrahedra. Geometric and inertia quantities needed for stability analysis and support/reinforcement design are determined as functions of the calculated vertices' co‐ordinates. These quantities are: RMB's volume, face areas, perimeter of the excavated surface, centroid and inertia tensor. The algorithms for their calculation are at least two times faster than other algorithms previously proposed in other applications. It is shown that the formulations presented by Goodman and Shi for translational analysis and by Tonon for rotatability analysis can be used to analyse the RMBs using the geometric quantities presented. A numerical example is presented among those used to verify these analytical procedures and their implementation. Copyright © 2006 John Wiley & Sons, Ltd.     

A complex variable solution for stress and displacement field around a lined circular tunnel at great depth

By applying the series expansion technique in the complex variable method established by Muskhelishvili, the plane elasticity problem for the stress and displacement field around a lined circular tunnel in conjunction with the consideration of misfit and interaction between the liner and the surrounding geomaterial is dealt with. The tunnel is assumed to be driven in a homogeneous and isotropic geomaterial. The coefficients in the Laurent series expansion of the stress functions are determined. The complex potentials in the liner and the surrounding geomaterial are explicitly derived, respectively. As an example, the case of a lined circular tunnel located in an isotropic initial stress field but subjected to uniform internal pressure is numerically considered. Numerical results indicate that the installation of tunnel liner can reduce the influences of the tunnel excavation on the in situ displacement and stress fields. However, the relative thickness and rigidity of the liner should be in an appropriate range. In addition, the effect of the tunnel excavation upon the displacement field is more significant than that upon the stress field. As far as the stress field in the surrounding geomaterial is concerned, when the ratio between the cover depth of tunnel and the tunnel radius is larger than 5, the results for the stress field in the paper are applicable. When the ratio between the tunnel depth and the tunnel radius is larger than 20, the results are applicable for the displacement field. Copyright © 2008 John Wiley & Sons, Ltd.     

Orthotropic frost heaving force distribution characteristics for tunnel structures under hydro-thermo-mechanical coupling;

In cold regions,the frost heave of surrounding rock could lead to additional force on lining struc⁃ tures,which impairs the durability and safety of tunnels. This paper analyzed the distribution characteristics of tunnels’frost heave force in seasonally frozen regions. Firstly,energy conservation and mass conservation prin⁃ ciples were introduced,and a hydro-thermal-mechanical coupling model of frozen surrounding rock considering orthotropic frost heaving deformation was constructed. The reliability of the model was verified with the monitor⁃ ing result of the Qingshashan tunnel. Furthermore,the numerical model of the Dongtianshan tunnel was con⁃ structed,and distribution characteristics of temperature fields,water fields,and frost heave force were studied. In addition,various influencing factors on the tunnel’s frost heave force were analyzed,including the minimum temperature,the initial formation water content,the modulus ratio of the frozen and unfrozen surrounding rock,and the orthotropic frost heave coefficient. The simulation results show that the frozen depth of the tunnel is not uniform,the smallest at the arch foot and the largest at the center of the inverted arch. The maximum frozen depth difference was 48 cm. The frozen depth difference was due to the largest geometric curvature at the arch foot. At the same time,due to the minimum freezing depth and largest geometric curvature at the arch foot,the bending and folding of the arch foot of the lining are the most significant,and the von Mises stress at the arch foot is the largest. During one freezing-thawing period,the water content change includes four stages：freezing,thawing,stagnating and dissipating. After 20 freeing-thawing periods,in the water stagnating stage,the volu⁃ metric water contents at the lining top and sides increased by 10. 46% and 4. 21%,respectively,and the volumet⁃ ric water contents at the arch foot and lining bottom decreased slightly. The frozen surrounding rock produced both normal and tangential stress on the lining. Among them,the top arch and inverted arch are mainly manifest⁃ ed as compressive stress,while the compressive stress of the arch foot is minor and partially represented as ten⁃ sile stress. The frost heave force distribution patterns under different minimum air temperatures,initial water contents,modulus ratios between frozen and unfrozen surrounding rock,and orthotropic coefficients of frost heave deformation are the same. Normal stress distributions outside the lining are“mushroom-shaped”as a whole. The decrease in temperature could extend the freezing area,and the increase of orthotropic frost heave deformation coefficient could concentrate frost heave strain’s direction,which could significantly promote the frost heave force. The modulus ratio between frozen and unfrozen surrounding rock was negatively related to frost heave force,and the initial water content was positively related to frost heave. The orthotropic coefficient of frost heave deformation has the most significant influence on the value and distribution of frost heave force. After 20 years of freeze-thaw cycles,the difference of water field under different initial formation water content reduced,which leads to the little difference in frost heaving force of the tunnel under different initial formation water contents. The frost heave force distribution is mainly the result of the competition between the temperature field and the lining geometry. The minimum freezing depth leads to the smallest frost heave force at the arch foot. However,the deformation of the lining causes the arch foot to press against the surrounding rock,which could increase the compressive stress on the arch foot. For the tunnel with a small lining thickness,the extrusion effect of the arch foot to the outer surrounding rock is more prominent,which leads to a more considerable frost pressure at the arch foot. Overall,the frost heave force distribution of tunnels in cold regions should consider the influence of temperature conditions,water conditions,anisotropy of surrounding rock frost heave deformation,and lining geometry. Copyright © 2023 Institute of Microbiology, CAS. All rights reserved.     

相位校准电路原理分析及测试

该文详细地介绍了相位校准单元的电路和数学原理以及测试结果。在电路原理部分主要介绍相位校准单元的工作原理、各个关键点的波形以及用隧道二极管产生梳状谱的典型电路。数学原理主要阐述了测量梳状谱的数学依据。最后给出了该相位校准单元的测试要求和测试结果。     

典型隧道断面形态对拟建滇西大理至瑞丽铁路高黎贡山隧道稳定性影响的数值模拟分析

拟建的大理—瑞丽铁路穿越横断山区南段的滇西南地区,地形、地貌和地质条件都极为复杂,其中高黎贡山深埋超长隧道的工程稳定性问题一直是困扰铁路选线、设计和施工的重大工程难点。针对不同形态隧道断面可能对高黎贡山超长隧道工程稳定性产生的影响问题,在充分综合该区野外地质调查、地应力测量、岩石力学实验等成果与资料的基础上,利用ANSYS有限元应力分析软件对不同形态隧道断面的应力分布进行了有限元计算,给出了应力分布图像,分析了断面应力分布的特点和断面形状对应力分布的影响。同时,计算了围岩的应力与强度比,对2种不同断面的围岩稳定性进行了分析对比,最后根据分析结果对不同隧道断面形态下的隧道稳定性进行了综合评价,并据此提出了铁路隧道断面设计与施工中应重点关注的问题。     

基于CRD法的地铁大断面横通道变形规律研究

长春某地铁车站横通道采用CRD工法开挖, 具有断面大、埋深浅的特点, 有必要对地层及结构的变形情况进行研究。据此, 基于地层条件和施工过程, 利用FLAC3D程序建立工程开挖的三维动态模型, 对比实际监测数据, 进行变形规律研究。研究表明, 横纵断面地表沉降槽曲线均可用高斯公式拟合, 地表三维沉降近似呈椭圆形漏斗状, 最大沉降发生在横通道投影中心偏近马头门处, 开挖过程中, 最上层导洞对地表沉降及拱顶沉降影响较大, 约占总沉降的1/2左右, 中隔壁对洞室收敛起到了减缓作用, 故实际监测过程中应以地面沉降和拱顶沉降为主。研究结果对今后地铁大断面横通道开挖有工程指导意义。     

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高地应力作用下渭武高速木寨岭隧道围岩大变形灾变预测分析研究

为解决在建渭武高速木寨岭隧道施工过程中遇到的高地应力环境下软岩大变形问题,基于工程区已有地应力实测数据,利用ANSYS有限元软件建立三维地质模型,反演工程区地应力场,并结合Hoek围岩变形预测公式计算分析隧道围岩的变形量。结果表明：工程区的地应力场主要受断裂控制,其次还受到岩体强度和地形的双重影响,强构造变形区的水平主应力值普遍低于弱构造变形区,沿隧道轴线三向主应力大小关系为最大水平主应力（SH）>最小水平主应力（Sh）>垂直应力（SV）,强构造变形区最大水平主应力值在G8区段最大,而在G6区段和G11区段最小;弱构造变形区的水平主应力值自G12区段开始逐渐增大,直至G14中段开始因埋深减小而逐渐降低。沿隧道轴线最大水平主应力方向总体为北东向,而在断裂间挤压构造带多偏转为北东东—近东西向。高速公路隧道围岩变形受岩体强度和地应力场的双重影响,其中,岩体强度占主导作用,围岩变形量主要集中在20~80 cm范围内,变形等级以中等和强烈为主。