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1.
This paper develops the 2D and 3D kinematically admissible mechanisms for analyzing the passive face stability during shield tunneling using upper-bound analysis. The mechanisms consider trapezoidal distribution of support pressure along tunnel face and partial failure originated at tunnel face above invert. For cohesionless soils, the support pressure is a function of soil effective frictional angle φ′ which determines the inclination of failure block and the normalized soil cover depth C/D (soil cover depth/tunnel diameter) which affects the origination of the passive failure. For cohesive soils, the support pressure is a function of φ′, C/D, and the effective cohesion c′. The cohesion c′ has a relatively smaller impact on the support pressure than φ′ and C/D have. The mechanisms are verified by comparing the current solutions with a previous upper-bound solution. The comparison shows that the current solutions are a general solution which is capable of predicting the passive face failure originated at any depth along tunnel face and the previous solution is a particular solution with the assumption that the face failure originated at tunnel invert. The mechanisms are validated through application to a practical project of shallowly buried, large diameter underwater tunnel. The validation shows that the mechanisms are capable of assessing the tunnel face passive instability rationally.
相似文献2.
Continuous velocity fields for collapse and blowout of a pressurized tunnel face in purely cohesive soil 总被引：1，自引：0，他引：1
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. 相似文献
3.
Analytical approach for time‐dependent groundwater inflow into shield tunnel face in confined aquifer 
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下载免费PDF全文 Prediction of time‐dependent groundwater inflow into a shield tunnel is a significant task facing engineers. Published literature shows that there is no available method with which to predict time‐dependent groundwater inflow into a tunnel. This paper presents a prediction approach for time‐dependent groundwater inflow into a tunnel in both anisotropic and isotropic confined aquifers. The proposed solution can predict groundwater inrush from the tunnel cutting face. To obtain the time‐dependent groundwater flow quantity, the concept of a horizontal‐well pumping test based on the theory of a point source is adopted. Multiple factors, eg, drawdown, thickness of aquifer, conductivities, and specific storage, are taken into account. Both groundwater inflow to the cross section of a tunnel face in the y‐z plane and total tunnel inflow are obtained. Based on the proposed approach, the time‐dependent groundwater inflow to a tunnel can be classified as either a uniform or non‐uniform flow. The proposed approach is applied to analyse groundwater inflow of 2 field cases: (1) Metro line No. 7, Guangzhou City and (2) an underground tunnel in Huizhou, Guangdong Province. Results show that the proposed method can predict the measured values, and drawdown‐related curves are also derived. In addition, the calculated results also reveal that the effect of hydraulic conductivity kz on the total groundwater inflow differs from that of hydraulic conductivities kx and ky and the thickness of the aquifer. 相似文献
4.
Ansgar Kirsch 《Acta Geotechnica》2010,5(1):43-62
Various models have been proposed for the prediction of the necessary support pressure at the face of a shallow tunnel. To
assess their quality, the collapse of a tunnel face was modelled with small-scale model tests at single gravity. The development
of the failure mechanism and the support force at the face in dry sand were investigated. The observed displacement patterns
show a negligible influence of overburden on the extent and evolution of the failure zone. The latter is significantly influenced,
though, by the initial density of the sand: in dense sand a chimney-wedge-type collapse mechanism developed, which propagated
towards the soil surface. Initially, loose sand did not show any discrete collapse mechanism. The necessary support force
was neither influenced by the overburden nor the initial density. A comparison with quantitative predictions by several theoretical
models showed that the measured necessary support pressure is overestimated by most of the models. Those by Vermeer/Ruse and
Léca/Dormieux showed the best agreement to the measurements. 相似文献
5.
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。 相似文献
6.
This paper presents a practical procedure for assessing the system reliability of a rock tunnel. Three failure modes, namely, inadequate support capacity, excessive tunnel convergence, and insufficient rockbolt length, are considered and investigated using a deterministic model of ground-support interaction analysis based on the convergence–confinement method (CCM). The failure probability of each failure mode is evaluated from the first-order reliability method (FORM) and the response surface method (RSM) via an iterative procedure. The system failure probability bounds are estimated using the bimodal bounds approach suggested by Ditlevsen (1979), based on the reliability index and design point inferred from the FORM. The proposed approach is illustrated with an example of a circular rock tunnel. The computed system failure probability bounds compare favorably with those generated from Monte Carlo simulations. The results show that the relative importance of different failure modes to the system reliability of the tunnel mainly depends on the timing of support installation relative to the advancing tunnel face. It is also shown that reliability indices based on the second-order reliability method (SORM) can be used to achieve more accurate bounds on the system failure probability for nonlinear limit state surfaces. The system reliability-based design for shotcrete thickness is also demonstrated. 相似文献
7.
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。 相似文献
8.
通过开展离心模型试验,对干粉砂及饱和粉砂中盾构隧道开挖面的失稳破坏特性和极限支护压力进行了研究。通过远程控制开挖面土体位移,获得了支护压力与开挖面位移间的关系曲线及开挖面达到主动极限平衡状态时的破坏模式。2组干砂离心模型试验结果表明,当隧道埋深与隧道直径比从0.5增大到1时,开挖面破坏模式从整体坍塌破坏转变为烟囱状,但极限支护压力变化较小。饱和砂土中的试验表明,开挖面水平方向破坏范围相比在相同埋深干砂中的范围扩大,极限支护压力显著增加。对开挖面破坏过程进行三维弹塑性有限元数值模拟,获得了开挖面极限支护压力和破坏机制,所得结果与试验吻合较好。进一步通过数值模拟,分析了土体强度参数、隧道埋深及渗流对极限支护压力的影响规律。结果表明,渗流条件下开挖面破坏区域及极限支护压力均大于无渗流情况,极限支护压力随内摩擦角增大而减小,随隧道埋深增大而减小。 相似文献
9.
Jiahua Zhang Lianyang Zhang Weijun Wang Daobing Zhang Biao Zhang 《国际地质力学数值与分析法杂志》2020,44(11):1601-1616
This paper investigates tunnel face stability in soft rock masses via coupled limit and reliability analyses. Specifically, a 3D face collapse mechanism was first constructed. Then the Hoek–Brown failure criterion was introduced into the limit analysis via the tangential technique. Taking the variability of rock mass parameters and loads into consideration, a reliability model was established. The collapse pressure and failure range of tunnel faces were determined. In addition, the required factor of safety (FS) and supporting pressure under three safety levels were obtained, and the corresponding safety level graphs for support design were presented. Comparison of the obtained results with previous work demonstrates the rationality of the 3D collapse mechanism and the validity of the results. A decrease in the geological strength index, Hoek–Brown parameter mi, and uniaxial compressive strength or an increase in the disturbance factor results in a nonlinear increase of the collapse pressure and an enlargement of the failure zone. Such changes also lead to a nonlinear increase of the required support pressure under a certain safety level. By contrast, the FS does not exhibit any obvious change when these parameters vary. Therefore, when a rock mass is of poor quality or heavily disturbed, the advance support should be enlarged from upper front to right above the tunnel face. Moreover, as the safety level increases, both the required FS and supporting pressure of the tunnel face increase nonlinearly at a higher rate. 相似文献
10.
This paper presents an analytical solution for the prediction of internal forces and displacements of a jointed segmental precast circular tunnel lining. The effects of joint stiffness on the performance of the tunnel lining are discussed. The ‘force method’ is used to determine the internal forces and displacements of jointed tunnel lining. Five shield‐driven tunnel cases are adopted to study the effects of joint stiffness, soil resistance, joint distribution and joint number on the internal forces and displacements of circular tunnels. Laboratory model tests are conducted to verify the proposed analytical solution. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
11.
When tunneling is carried out beneath the groundwater table, hydraulic boundary is altered, resulting in seepage entering into the tunnel. The development of flow into the tunnel induces seepage stresses in the ground and the lining is subjected to additional loads. This can often cause fine particles to move, which clog the filter resulting in the long‐term hydraulic deterioration of the drainage system. However, the effect of seepage force is generally not considered in the analysis of tunnel. While several elastic solutions have been proposed by assuming seepage in an elastic medium, stress solutions have not been considered for the seepage force in a porous elasto‐plastic medium. This paper documents a study that investigates the stress behavior, caused by seepage, of a tunnel in an elasto‐plastic ground and its effects on the tunnel and ground. New elasto‐plastic solutions that adopt the Mohr–Coulomb failure criterion are proposed for a circular tunnel under radial flow conditions. A simple solution based on the hydraulic gradient obtained from a numerical parametric study is also proposed for practical use. It should be noted that the simple equation is useful for acquiring additional insight into a problem on a tunnel under drainage, because only a minimal computational effort is needed and considerable economic benefits can be gained by using it in the preliminary stage of tunnel design. The proposed equations were partly validated by numerical analysis, and their applicability is illustrated and discussed using an example problem. Comments on the tunnel analysis are also provided. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
12.
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 FLAC3D 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. 相似文献
13.
Centrifuge model test on the face stability of shallow tunnel 总被引：2，自引：2，他引：0
This paper is an investigation of face stability on a small-scale tunnel model in a geotechnical centrifuge. By making use
of symmetry, half of the tunnel cross section was considered. The support at excavation face was provided by a piston, which
was adjusted during flight. Some aspects on the collapse at tunnel face are investigated for different overburden pressures:
failure mechanism, surface settlement, stress acting at tunnel face, and the required face support counteracting the earth
pressure. Ground deformation was observed through a transparent wall and measured by digital image correlation. The results
from centrifuge model tests were compared with theoretical models. 相似文献
14.
The tunnel inclination angle (δ) generally exists in urban and cross-river (sea) tunnels; hence, its effect should be considered in the stability analysis of a tunnel face. However, the influence of this tunnel inclination angle is rarely studied. In this paper, considering the effects of the tunnel inclination angle and the tunneling length (L), the optimal upper-bound solutions of the active and passive failure pressures were obtained using sequential quadratic programming (SQP) based on the upper-bound limit analysis. The effects of the dimensionless parameters on the pressures and failure modes were investigated. The results show that the tunnel inclination angle δ and the dimensionless parameter L/D (D is the section diameter of the tunnel) significantly affect active and passive stabilities. The difference in the results between δ = −10° and δ = 10° is mostly greater than 10% and reaches 80% when the internal friction angle (φ) is large. When the value of δ is zero, L/D does not affect on the result. The maximum difference in the results between L/D = 0 and L/D = 5 are 92.5% (passive failure) and 36.3% (active failure). For the active failure mode, with increasing of φ, the curves, which have δ values of −10°, 0° and 10°, intersect at a particular point when φ reaches a specific value. 相似文献
15.
The sparse polynomial chaos expansion is employed to perform a probabilistic analysis of the tunnel face stability in the spatially random soils. A shield tunnel under compressed air is considered which implies that the applied pressure is uniformly distributed on the tunnel face. Two sets of failure mechanisms in the context of the limit analysis theory with respect to the frictional and the purely cohesive soils are used to calculate the required face pressure. In the case of the frictional soils, the cohesion and the friction angle are modeled as two anisotropic cross-correlated lognormal random fields; for the purely cohesive soils, the cohesion and the unit weight are modeled as two anisotropic independent lognormal random fields. The influences of the spatial variability and of the cross-correlation between the cohesion and the friction angle on the probability density function of the required face pressure, on the sensitivity index and on the failure probability are discussed. The obtained results show that the spatial variability has an important influence on the probability density function as well as the failure probability, but it has a negligible impact on the Sobol’s index. 相似文献
16.
为研究深部煤层开采底板破坏形态,提出考虑围岩应变软化和采空区接触的FLAC3D有限差分数值方法,以河北开平煤田林西矿2023工作面底板实测导水裂隙带为工程背景,结合朗肯土压力理论定性分析,研究深部煤层底板破坏特征。结果表明:采用应变软化本构关系代替常用摩尔–库伦本构关系能够对围岩塑性破坏后的力学状态更准确表述;采用“应变软化–空–弹性”模型转变的方法,达到模拟采空区顶板垮落后应力传递的效果,弥补了以往煤层开采模拟中采空区垮落后顶底板不接触的固有缺陷;通过采空区顶底板接触与否条件下应力、位移的对比,发现采空区是否接触对数值结果影响巨大,突出考虑采空区接触的必要性;根据模拟结果中塑性剪切应变率的变化,实现了底板滑移面的三维显示,形态为斜向采空区的半包围面状结构;结合朗肯土压力理论将底板塑性区与主动区、过渡区和被动区对应,3个区破坏形式分别为剪切破坏、剪切破坏、拉张与剪切的交互破坏。提出的考虑围岩应变软化及采空区接触的FLAC3D数值方法对煤层开采模拟实现了优化,并可为其他大变形后需考虑接触的工程模拟提供参考。 相似文献
17.
Probabilistic analysis of underground rock excavations using response surface method and SORM 总被引：6，自引：0，他引：6
Probabilistic analysis of underground rock excavations is performed using response surface method and SORM, in which the quadratic polynomial with cross terms is used to approximate the implicit limit state surface at the design point. The response surface is found using an iterative algorithm and the probability of failure is evaluated using the first-order and the second-order reliability method (FORM/SORM). Independent standard normal variables in U-space are chosen as basic random variables and transformed into correlated non-normal variables in the original space of random variables for constructing the response surface. The proposed method is first illustrated for a circular tunnel with analytical solutions considering Mohr–Coulomb (M–C) and Hoek–Brown (H–B) yield criteria separately. The failure probability with respect to the plastic zone criterion and the tunnel convergence criterion are estimated from FORM/SORM and compared to those obtained from Monte Carlo Simulations. The results show that the support pressure has great influence on the failure probability of the two failure modes. For the M–C model, the hypothesis of uncorrelated friction angle and cohesion will generate higher non-performance probability in comparison to the case of negatively correlated shear strength parameters. Reliability analyses involving non-normal distributions are also investigated. Finally, an example of a horseshoe-shaped highway tunnel is presented to illustrate the feasibility and validity of the proposed method for practical applications where numerical procedures are needed to calculate the performance function values. 相似文献
18.
Damage in the form of cracks is predicted to assess the susceptibility of a tunnel to failure due to a blast. The material‐point method is used in conjunction with a decohesive failure model as the basis for the numerical simulations. The assumption of a cylindrical charge as the source for the blast allows the restriction of plane strain and two‐dimensional analyses. In the simulation, a further restriction of a single pressure pulse is used as the source of stress waves that are reflected and refracted after reaching the free surface of the tunnel wall. Three critical zones of significant cracking in the vicinity of a tunnel are identified as potential contributors to tunnel failure. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
19.
Conventional methods for calculation of passive earth pressure were mainly based on the assumptions of the linear Mohr‐Coulomb yield condition and plane strain failure mechanism. However, both theoretical and experimental studies have shown that such assumptions are not satisfied in some geotechnical projects. Herein, a novel method incorporating a kinematically admissible 3‐dimensional (3D) rotational failure mechanism and the nonlinear power‐law yield criterion is proposed to compute the passive earth pressure acting on the inclined retaining walls. Instead of using the nonlinear yield criterion directly, a straight line tangential to the nonlinear yield curve is employed to represent the strength of soils, and therefore, the nonlinear problem is transformed into the traditional linear problem. The 3D failure mechanism is generated through rotating a circle defined by 2 log‐spirals, and a plane strain block is inserted into the mechanism to consider the retaining walls with different widths. Earthquake effects are taken into account by using quasi‐static representation, and the horizontal seismic coefficient concept is adopted for the estimation of passive earth pressure under seismic conditions. An analytical expression about the 3D passive earth pressure is educed by means of the upper bound theorem of limit analysis. Numerical results for different practical parameters are obtained from an optimization scheme where the minimum of passive earth pressure is sought. Compared with available 2‐dimensional and 3D solutions, the proposed method is validated. A parametric study is conducted to investigate the effects of different parameters on the 3D static and seismic passive earth pressure. 相似文献
20.
汶川特大地震中山岭隧道变形破坏特征及影响因素分析 总被引：22，自引：0，他引：22
汶川大地震造成位于震中附近的都江堰-汶川公路多座隧道严重受损。本文通过现场调研、资料收集与分析,将地震区山岭隧道变形破坏的基本类型概括为洞口边坡崩塌与滑塌、洞门裂损、衬砌及围岩坍塌、衬砌开裂及错位、底板开裂及隆起、初期支护变形及开裂等。分析其影响因素,认为发震断裂的次级断层、基覆界面、洞口不稳定斜坡、高地应力环境下的软弱围岩对隧道强烈震害具有控制作用。以汶川地震给予隧道抗震的启示,建议强震区的山岭隧道应将洞口边坡防护、洞口明洞和洞门结构作为一个系统进行综合设计,在条件允许的情况下尽可能采用削竹式洞门结构;隧道穿越活动断裂带的次级断层时在其两侧一定范围内二次衬砌应采用钢筋混凝土结构;基覆界面、围岩软岩与硬岩之间的过渡地带、围岩质量突变地带等应采用改善围岩力学性质且让其渐变的措施进行处理。 相似文献