非均质地基中平面应变隧道开挖面稳定上限分析

非均质是软黏土地基中比较普遍的现象,而目前隧道开挖面稳定研究中比较成熟的理论主要是针对均质土体。因此,从塑性极限分析上限法的基本原理出发,采用平面应变隧道刚体平动破坏模式(多块体上限法),考虑软黏土地基的非均质性,推导了平面应变隧道极限支护压力关于隧道埋深、土体重度及土体强度的上限公式。通过与其他方法的比较分析,证明了极限分析方法在隧道开挖面稳定性方面的可行性;利用该方法的计算结果详细探讨了隧道开挖面稳定的影响因素;而且由计算结果可知,地基土的非均质性在影响隧道开挖面极限支护压力的同时,也影响着隧道开挖破坏面的位置和形状,为工程实践提供重要的理论依据。     

考虑孔隙水压力及非线性Mohr-Coulomb破坏准则下浅埋土质隧道三维塌落机制的上限分析

浅埋土质隧道的稳定性研究一直是隧道工程的关键问题,而孔隙水压力的存在影响着浅埋土质隧道的安全。构建了隧道顶部为圆弧形的浅埋土质隧道的三维塌落机制,基于非线性Mohr-Coulomb破坏准则和极限分析上限法,并考虑孔隙水压力的作用,推导出浅埋土质隧道的塌落范围及支护力的最优上限解计算公式。通过与既有研究进行对比,验证了所提方法的合理性。分析了不同参数对塌落范围、塌落土体的重力及支护力的影响,结果表明：孔隙水压力对浅埋土质隧道的塌落范围、塌落土体的重力及支护力有着显著的影响;孔隙水压力对塌落范围、塌落土体重力的影响比较复杂,而支护力都随着孔隙水压力系数的增大而增大;不同参数对浅埋土质隧道的塌落范围、塌落土体的重力及支护力的影响规律不同。新方法可为浅埋土质隧道的设计优化提供理论支撑。     

Undrained stability of wide rectangular tunnels

Upper bound rigid block methods and finite element limit analysis are applied to investigate the undrained stability of rectangular tunnels. Solutions for a range of soil properties and tunnel geometries are obtained for situations in which the tunnel is wider than it is high. The upper and lower solutions for tunnel stability, which accurately bracket the true collapse load, are summarised in a series of stability charts for use in tunnel design.     

Continuous velocity fields for collapse and blowout of a pressurized tunnel face in purely cohesive soil

Face stability analysis of tunnels excavated under pressurized shields is a major issue in real tunnelling projects. Most of the failure mechanisms used for the stability analysis of tunnels in purely cohesive soils were derived from rigid block failure mechanisms that were developed for frictional soils, by imposing a null friction angle. For a purely cohesive soil, this kind of mechanism is quite far from the actual velocity field. This paper aims at proposing two new continuous velocity fields for both collapse and blowout of an air‐pressurized tunnel face. These velocity fields are much more consistent with the actual failures observed in undrained clays. They are based on the normality condition, which states that any plastic deformation in a purely cohesive soil develops without any volume change. The numerical results have shown that the proposed velocity fields significantly improve the best existing bounds for collapse pressures and that their results compare reasonably well with the collapse and blowout pressures provided by a commercial finite difference software, for a much smaller computational cost. A design chart is provided for practical use in geotechnical engineering. Copyright © 2012 John Wiley & Sons, Ltd.     

Stability of long circular tunnels in sloping ground

Assessment of tunnel stability has become increasingly crucial as more and more tunnels are built in difficult terrains such as sloping ground. The required support pressure on the tunnel walls associates both tunnel stability and liner design considerations. The present analysis attempts to find a uniform internal pressure which can support a circular tunnel built in a sloping ground with a particular level of stability in cohesive-frictional soils. The lower bound finite element limit analysis has been applied to find the required minimum uniform internal support pressure presented as a non-dimensional term p/c; where p is the minimum normal internal pressure on the tunnel boundary to avoid collapse and c is the cohesion of soil. The variation of p/c is presented for a range of normalised embedment depth of tunnel (H/D), stability number (γD/c), internal friction angle of soil (?) and slope angle (β); where H is the crown depth of the tunnel, D is the tunnel diameter and γ is the unit weight of soil. Appropriate comparisons have been carried out with available literature. Failure patterns of the tunnel have also been studied to understand the extent and the type of failure zone which may generate during the collapse.     

上覆流沙层隧道开挖面稳定性分析与数值试验研究

为解决上覆流沙层隧道开挖面极易发生坍塌破坏的技术难题,以典型该地质条件下的青岛地铁M2号线啤苗区间（啤酒城站至苗岭路站）为研究对象,基于开挖面的实际破坏特征建立了开挖面失稳破坏力学模型,从功能转化平衡角度,进行了隧道开挖面稳定性上限分析,并利用强度折减与重力加载两种方式,提出了隧道开挖面安全系数,得到了不同开挖面土体黏聚力、摩擦角、重度、隔水层厚度及隧道开挖高度下的临界土体破裂范围及破裂模式。理论研究表明：随着开挖面土体黏聚力、摩擦角、隔水层厚度等参数的增加,开挖面安全系数不断增大,稳定性不断提高;随着土体重度、隧道开挖高度增加,开挖面安全系数不断减小,稳定性不断降低。通过建立不同工况的数值模型验证了理论研究的正确性,得到了上覆流沙层地质条件下开挖面的典型破坏模式和临界参数,并提出了相应工程建议。研究成果为青岛地铁M2号线的顺利贯通及该类地质条件下的隧道施工提供了理论指导和科学对策。     

Stability of a circular tunnel in cohesive-frictional soil subjected to surcharge loading

The stability of circular tunnels in cohesive-frictional soils subjected to surcharge loading has been investigated theoretically and numerically assuming plane strain conditions. Despite the importance of this problem, previous research on the subject is very limited. At present, no generally accepted design or analysis method is available to evaluate the stability of tunnels/openings in cohesive-frictional soils. In this study, continuous loading is applied to the ground surface, and both smooth and rough interface conditions are modelled. For a series of tunnel diameter-to-depth ratios and material properties, rigorous lower- and upper-bound solutions for the ultimate surcharge loading are obtained by applying finite element limit analysis techniques. For practical use, the results are presented in the form of dimensionless stability charts with the actual tunnel stability numbers being closely bracketed from above and below. As an additional check on the solutions, upper-bound rigid-block mechanisms have been developed and the predicted collapse loads from these are compared with those from finite element limit analysis. Finally, an expression that approximates the ultimate surcharge load has been devised which is convenient for use by practising engineers.     

Face stability of shallow circular tunnels driven under the water table: a numerical analysis

The stability analysis of a tunnel excavated in a water-saturated frictional soil is investigated in the light of a failure design approach. The soil strength properties being classically formulated in terms of effective stresses, it is first shown how the effect of seepage flow generated by the excavation process, may be accounted for in such an analysis by means of driving body forces derived from the gradient of an excess pore pressures distribution. The latter is obtained as the solution of a hydraulic boundary value problem, in which both water table evolution and soil deformability can be neglected. A variational formulation of this hydraulic problem in terms of filtration velocities is then presented, leading through appropriate numerical treatment, to a search for the minimum without constraints of a quadratic functional (hybrid formulation), which is formulated by a finite element method. Some numerical examples are given, which provide ample evidence of the crucial role played by seepage forces in the tunnel face stability, since the factor of stability may be divided by as much as three. The influence of such parameters as the tunnel relative depth or soil anisotropic permeability is finally discussed, thus offering a first illustration of the various capabilities of this numerical tool. Copyright © 1999 John Wiley & Sons, Ltd.     

Numerical analyses of tunnel collapse and slope stability assessment under different filling material loadings: a case study

To transfer the excess water from Sabzkouh River in central Iran to cities beyond the river, a mechanized tunnel is being excavated. During construction and support installation in the first 100 m, tunnel roof collapse occurred and was followed by ground settlement, so that a cavity was developed in ground surface. The cavity had to be filled in a short time before rainy season, since the water flow through cavity could extend the collapse area in both tunnel roof and ground surface. In order to fill the cavity, some filling methods with different materials consist of in situ soil, lightweight concrete, and pumice aggregate lightweight concrete (PALWC) were suggested. To analyse the load distribution and minimize the costs, a three-dimensional analysis was carried out. Tunnel support system was simulated numerically to further evaluate loading state on support system under different material loadings. Mohr-Coulomb material model was used to allow material failure. The modelling procedure was based on actual construction procedure. Firstly, in situ model was modelled without any excavation and was run to establish pre-stresses and displacement, then slope was supported, the tunnel was excavated and support was installed and finally cavity was simulated. The numerical results show that filling the cavity with soil will result in over loading on the support system and leads to instability of the slope. Other two suggested filling materials have acceptable load on support system, but PALWC was selected as the best filling material having minimum loading and guarantees slope stability.     

The deformation of overburden soil induced by thrust faulting and its impact on underground tunnels

Overburden soil beds situated above a fault are often deformed by propagation of bedrock thrusting from the fault during large earthquake. The deformed beds formed a triangular shear zone. This coseismic faulting often causes damage to underground tunnels located in the shear zone. The present research studies the deformation behavior of the overburden soil beds and the tunnel, the associated mechanism and the impact on the safety of tunnel linings induced by a large blind thrust slip. Based on sandbox experimental and numerical studies, it is found that results from numerical analysis are in agreement with the sandbox model tests with regard to growths of the shear zones within the soil beds, location of the tunnel in this shear zone and deformations of the tunnel. The potential major shear zone may be bent or bifurcated into two sub-shear zones owing to existence of a tunnel inside the shear zone. Furthermore, the occurrence of back-thrust faulting will threaten the safety of nearby structures. It was also identified that stiffness of the soil and the fault dip angles are among the major factors controlling the configuration of shear zones, the stresses within the soil, and the loads on tunnel linings. Based on the identified mechanisms, the strategies for hazard prevention are accordingly suggested and discussed.     

砂土中盾构隧道开挖面失稳土体三维形状分析

合理确定盾构隧道开挖面前方失稳土体的形状是开挖面极限支护压力计算及开挖面失稳风险评估的基础和难点。建立模拟盾构隧道开挖面失稳过程的数值模型,利用Handy拱效应理论,依据Mohr-Coulomb破坏准则,得出失稳土体破坏位置和形状的计算方法。研究结果表明,水平方向由于隧道左右两端的支承作用产生水平压力拱,使失稳土体存在一个极限边界,极限边界内垂直方向的土体移动产生悬链线形的最小主应力拱,失稳土体形状类似贝壳形。以南京地铁3号线浦珠路站－滨江路站区间盾构隧道工程作为算例,理论分析和数值模拟结果吻合较好。     

Application of enhanced assumed strain finite element method to predict collapse loads of undrained geotechnical problems

Many low‐order displacement‐based finite elements with exact integration are not suitable for estimating collapse loads of undrained geotechnical problems, especially for axisymmetric cases. As a result, higher‐order elements have to be used for these situations. In this technical note, the enhanced assumed strain (EAS) finite element method proposed by Simo and Rifai for elasticity problems are extended to plasticity problems to determine collapse loads. The numerical results for the problem of a smooth rigid surface footing on a deep purely cohesive undrained soil layer are given. It is demonstrated that the four‐noded quadrilateral EAS finite element is capable of estimating the collapse loads accurately for both undrained plane strain and axisymmetric problems. Copyright © 2007 John Wiley & Sons, Ltd.     

Active and passive arching stresses in c′-ϕ′ soils: A sensitivity study using computational limit analysis

Vertical soil arching, commonly known as the “trapdoor mechanism,” is a pervasive phenomenon in various geotechnical applications that can be evaluated through a variety of analytical and numerical approaches, most of which exist due to a variety of proposed arching mechanisms, many of which are focused on either purely frictional or cohesive soils. This study investigates the realized arching mechanisms and associated loads for trapdoors under both active and passive arching conditions in c′-ϕ′ soils through a series of dimensionless charts using both upper and lower bound limit analyses. An associated sensitivity analysis demonstrates that arching loads are highly dependent on collapse mechanism, a function of not only geometry, but soil shear strength, with cohesion affecting the realized mechanism and arching loads.     

既有桩基荷载对邻近浅埋隧道开挖效应及支护内力影响的研究

建立了包括地层模型、桩基荷载模型、浅埋隧道开挖模型和支护模型以及桩基荷载、地层压力、地层沉降、支护应变量测装置的平面应变模型试验系统;通过模型试验,研究了不同水平、竖向相对位置处的既有桩基荷载对附近浅埋隧道开挖引起的地层压力重分布、地层沉降及隧道支护内力的影响特征。另外,采用FLAC3D软件,对模型试验及不同工况进行了数值模拟。结果表明：（1）与没有桩基荷载的自由地层中的隧道开挖试验相比较,地层中的既有桩基荷载会明显地改变邻近浅埋隧道开挖引起的地层压力重分布、地层沉降及隧道支护内力;（2）对于桩径和水平相对距离都相同,但桩长不同的桩基荷载,桩长与隧道埋深比值为1.0时,对隧道开挖效应影响最大,二者比值小于1.0时,其影响程度随着比值的减小而减小,二者比值大于1.0时,桩长的改变对隧道开挖效应影响较小;（3）对于桩径和桩长都相同的桩基荷载,对地层压力、地层沉降及支护内力的影响随桩基荷载与隧道的水平距离的减小而增大,桩基荷载距隧道的水平距离与隧道直径比值介于0.5～4.0时,桩基荷载对隧道开挖效应影响较大,隧道较危险,比值介于4.0～6.0时,影响较小,比值＞6.0时,影响可以忽略不计。     

Stability analysis of a fire-loaded shallow tunnel by means of a thermo-hydro-chemo-mechanical model and discontinuity layout optimization

When subjected to fire loading, shallow tunnels may experience loss of stability. This may result in large deformations and ultimately in local collapse of such structures. High temperature has a great negative influence on tunnels, not only because of thermal-induced mechanical degradation of the heated lining but also because of thermal spalling in consequence of the build-up of pore pressure. Thermal spalling causes quick loss of lining sections. Mechanical degradation sole can be simulated by thermo-mechanical models, while consideration of mechanical degradation and spalling requires thermo-hydro-chemo-mechanical (THCM) models and a spalling criterion. After simulation of both processes, the stability of a tunnel structure can be assessed by means of limit analysis. In this work, at first, a fully coupled THCM model is developed. Then, by using a “stress vs strength” criterion and a boundary shifting strategy, the coupled mechanical degradation and thermal spalling processes are captured, providing time-dependent and space-dependent information of the heated lining. Finally, a novel numerical approach, termed discontinuity layout optimization (DLO), is applied to quantify the stability of the tunnel structure with the help of a factor of safety. The proposed numerical procedure is used to conduct numerical studies with, as well as without, consideration of spalling. The results show that spalling has a great impact on the stability of the tunnel. It reduces the thickness of the lining section and accelerates the heating process of the inner concrete.     

增湿条件下膨胀土隧道衬砌破坏数值分析

针对小河沟膨胀土隧道降雨增湿塌方现象,以围岩含水率分布变化引起膨胀应力场为主要研究内容,展开增湿对隧道支护结构的影响研究。首先,利用热传导热能量平衡方程与孔隙渗流连续方程数学描述相似性,推导出热传导膨胀模拟增湿膨胀的替代方程。然后,结合室内试验和文献资料,率定膨胀土膨胀力及渗流参数。最后,在正确考虑地质构造影响的基础上运用有限差分软件FLAC3D热-力耦合模块进行建模计算,分别对不同膨胀力模型的增湿过程进行仿真模拟,得出支护结构受力变形随含水率分布及膨胀力大小的变化规律。分析得到了对隧道支护结构造成不良影响的关键含水率和膨胀力值。研究成果可以有效指导膨胀性黄土隧道支护设计和变形控制。     

The effect of pore water pressure on tunnel face stability

The kinematic approach in combination with numerical simulation is used to examine the effect of pore water pressure on tunnel face stability. Pore water pressure distribution obtained by numerical calculations using FLAC^3D is used to interpolate the pore water pressure on a 3D rotational collapse mechanism. Comparisons are made to check the present approach against other solutions, showing that the present approach improves the existing upper bound solutions. Results obtained indicate that critical effective face pressure increases with water table elevation. Several normalized charts are also presented for quick evaluation of tunnel face stability. At the end of the paper, the influence of anisotropic permeability on tunnel face stability is also discussed, showing that the isotropic model leads to an overestimation of the necessary tunnel face pressure for anisotropic soils. Copyright © 2016 John Wiley & Sons, Ltd.     

浅埋偏压隧道洞口坍方数值分析与处治

某公路隧道在进洞时出现坍方。针对该隧道工程的实际情况,建立数值分析模型,采用ANSYS程序模拟隧道施工力学行为,从围岩塑性区分布、位移以及锚杆和混凝土衬砌内力分布情况分析隧道变形和坍塌发生的原因。结果表明：隧道浅埋偏压、围岩力学性质差及施工支护不当导致坍方。结合工程实际提出洞内加固、地表注浆加固及开挖控制的综合处治方法,取得了理想的效果,为日后类似工程提供借鉴与参考。     

浅埋偏压连拱隧道中导洞坍方数值分析与处治

某连拱隧道在中导洞施工时出现坍方。针对该隧道的工程实际情况,建立了数值分析模型,采用FLAC软件模拟了隧道施工力学行为,从围岩塑性区分布、位移情况以及锚杆和混凝土衬砌内力分布情况分析了隧道变形和坍塌发生的原因,并且结合工程实际提出了有效地处治方法。     

A numerical Round Robin on tunnels under seismic actions

Although the seismic behaviour of shallow circular tunnels in soft ground is generally safer than aboveground structures, some tunnels were recently damaged during earthquakes. In some cases, damage was associated with strong ground shaking and site amplification, which increased the stress level in the tunnel lining. Pseudo-static and simplified dynamic analyses enable to assess transient changes in internal forces during shaking. Nevertheless, experimental evidences of permanent changes in internal loads in the tunnel lining would suggest that a full dynamic analysis including plastic soil behaviour should be performed when modelling the dynamic interaction between the tunnel and the ground. While sophisticated numerical methods can be used to predict seismic internal forces on tunnel structures during earthquakes, the accuracy of their predictions should be validated against field measurements, but the latter are seldom available. A series of centrifuge tests were therefore carried out at the University of Cambridge (UK) on tunnel models in sand, in the framework of a research project funded by the Italian Civil Protection Department. A numerical Round Robin on Tunnel Tests was later promoted among some research groups to predict the observed behaviour by means of numerical modelling. In this paper, the main results of five selected numerical predictions are summarized and compared with the experimental results.