Stability of long unsupported twin circular tunnels in soils

The stability of two long unsupported circular parallel tunnels aligned horizontally in fully cohesive and cohesive–frictional soils has been determined. An upper bound limit analysis in combination with finite elements and linear programming is employed to perform the analysis. For different clear spacing (S) between the tunnels, the stability of tunnels is expressed in terms of a non-dimensional stability number (γ_maxH/c); where H is tunnel cover, c refers to soil cohesion, and γ_max is maximum unit weight of soil mass which the tunnels can bear without any collapse. The variation of the stability number with tunnels’ spacing has been established for different combinations of H/D, m and ϕ; where D refers to diameter of each tunnel, ϕ is the internal friction angle of soil and m accounts for the rate at which the cohesion increases linearly with depth. The stability number reduces continuously with a decrease in the spacing between the tunnels. The optimum spacing (S_opt) between the two tunnels required to eliminate the interference effect increases with (i) an increase in H/D and (ii) a decrease in the values of both m and ϕ. The value of S_opt lies approximately in a range of 1.5D–3.5D with H/D = 1 and 7D–12D with H/D = 7. The results from the analysis compare reasonably well with the different solutions reported in literature.     

Evaluation of impending collapse in circular tunnels by analytical and numerical approaches

On the basis of a straightforward analytical approach which has been recently proposed by the present authors, a comparison with numerical procedures to predict plastic collapse in circular rock tunnels is reported. In fact, numerical modeling of the evolution of progressive failure leading to collapse in tunnels is a quite complicated matter and requires great care in modeling the problem and interpretating the results. In order to provide a guide to engineers facing rock limit state problems, a few examples by means of three commercial packages are presented, discussed in details and confronted with the analytical results.     

Numerical analysis of surface subsidence in asymmetric parallel highway tunnels

Tunnelling related hazards are very common in the Himalayan terrain and a number of such instances have been reported. Several twin tunnels are being planned for transportation purposes which will require good understanding for prediction of tunnel deformation and surface settlement during the engineering life of the structure. The deformational behaviour, design of sequential excavation and support of any jointed rock mass are challenging during underground construction. We have raised several commonly assumed issues while performing stability analysis of underground opening at shallow depth. For this purpose, Kainchi-mod Nerchowck twin tunnels (Himachal Pradesh, India) are taken for in-depth analysis of the stability of two asymmetric tunnels to address the influence of topography, twin tunnel dimension and geometry. The host rock encountered during excavation is composed mainly of moderately to highly jointed grey sandstone, maroon sandstone and siltstones. In contrast to equidimensional tunnels where the maximum subsidence is observed vertically above the centreline of the tunnel, the result from the present study shows shifting of the maximum subsidence away from the tunnel centreline. The maximum subsidence of 0.99 mm is observed at 4.54 m left to the escape tunnel centreline whereas the maximum subsidence of 3.14 mm is observed at 8.89 m right to the main tunnel centreline. This shifting clearly indicates the influence of undulating topography and in-equidimensional noncircular tunnel.     

Upper bound limit analysis of support pressures of shallow tunnels in layered jointed rock strata

With more and more large-span shallow underground projects being built in layered jointed rock strata, there is an increasing interest in the study of stability problems of such projects. The upper bound theorem of limit analysis has been found to be a valid method for analyzing such problems and it is crucial to ensure the accuracy of the failure mode when applying this method. In the present paper, for tunnels in layered jointed rock strata, 8 factors including the thickness of the weathered overburden, the states of the rock joints, and the depth of the tunnel were considered by analyzing the failure mode. By using the orthogonal array testing strategy and the distinct element method, 64 different numerical simulation models based on an actual tunnel project were simulated. The test results showed that the range of the loose zone was determined by the stretch, slippage, and fracture area of the joints. Two kinds of loose zone were obtained, i.e. the arch collapse loose zone and the caving collapse loose zone. The loose zone boundary was analyzed and fitted with linear and non-linear models; such as parabola and power function curves, respectively. The rational failure mode was studied by analyzing the recognition method, the classification, and the failure mechanism of the caving collapse loose zone. By using the liner least squares method, an empirical formula of the boundary of the caving collapse loose zone was obtained, and its boundary were divided equally with identical angles, then a kinematically admissible velocity field was established. Based on the virtual power principle and virtual work principle, the upper bound theorem of limit analysis was adopted to study the support pressures and a limit analysis model was established. A real tunnel project case was studied as an example, and the results were compared with the Terzaghi theory and the Fraldi theory, so as to demonstrate the applicability of the proposed method.     

不排水黏土中深埋锚板的抗拔承载力

针对不排水均质黏土中深埋条形锚板和圆形锚板,分别构造两种简单的机动容许速度场,利用塑性力学极限分析的上限法求解锚板的极限抗拔承载力。采用非线性有限元方法对构造的速度场和承载力计算结果进行了验证。与现有的相关解答对比可知:本文上限解与已有的上限解或滑移线场解答较吻合。提出的速度场合理、简单,并严格符合机动容许场的要求,便于实际应用,能为工程设计提供参考依据。     

Bearing capacity of circular foundations reinforced with geogrid sheets

The ultimate bearing capacity of a circular footing, placed over a soil mass which is reinforced with horizontal layers of circular reinforcement sheets, has been determined by using the upper bound theorem of the limit analysis in conjunction with finite elements and linear optimization. For performing the analysis, three different soil media have been separately considered, namely, (i) fully granular, (ii) cohesive frictional, and (iii) fully cohesive with an additional provision to account for an increase of cohesion with depth. The reinforcement sheets are assumed to be structurally strong to resist axial tension but without having any resistance to bending; such an approximation usually holds good for geogrid sheets. The shear failure between the reinforcement sheet and adjoining soil mass has been considered. The increase in the magnitudes of the bearing capacity factors (N_c and N_γ) with an inclusion of the reinforcement has been computed in terms of the efficiency factors η_c and η_γ. The results have been obtained (i) for different values of ϕ in case of fully granular (c=0) and c−ϕ soils, and (ii) for different rates (m) at which the cohesion increases with depth for a purely cohesive soil (ϕ=0^○). The critical positions and corresponding optimum diameter of the reinforcement sheets, for achieving the maximum bearing capacity, have also been established. The increase in the bearing capacity with an employment of the reinforcement increases continuously with an increase in ϕ. The improvement in the bearing capacity becomes quite extensive for two layers of the reinforcements as compared to the single layer of the reinforcement. The results obtained from the study are found to compare well with the available theoretical and experimental data reported in literature.     

Face stability analysis of circular tunnels in layered rock masses using the upper bound theorem

An analysis of tunnel face stability generally assumes a single homogeneous rock mass. However, most rock tunnel projects are excavated in stratified rock masses. This paper presents a two-dimensional (2D) analytical model for estimating the face stability of a rock tunnel in the presence of rock mass stratification. The model uses the kinematical limit analysis approach combined with the block calculation technique. A virtual support force is applied to the tunnel face, and then solved using an optimization method based on the upper limit theorem of limit analysis and the nonlinear Hoek–Brown yield criterion. Several design charts are provided to analyze the effects of rock layer thickness on tunnel face stability, tunnel diameter, the arrangement sequence of weak and strong rock layers, and the variation in rock layer parameters at different positions. The results indicate that the thickness of the rock layer, tunnel diameter, and arrangement sequence of weak and strong rock layers significantly affect the tunnel face stability. Variations in the parameters of the lower layer of the tunnel face have a greater effect on tunnel stability than those of the upper layer.     

浅埋偏压连拱隧道中墙优化分析

浅埋偏压连拱隧道中墙型式直接关系到隧道工程施工及正常运营,本文采用有限元数值方法对不同中墙型式下偏压连拱隧道结构受力特征作了计算分析,偏压连拱隧道采用复合曲中墙结构将有助于改善中墙受力状况,减小应力集中及上部位移,降低衬砌开裂渗水的可能性,从而为偏压连拱隧道合理设计提供理论根据。     

基坑抗隆起稳定的块体集上限分析

采用块体集上限法构造了基坑抗隆起稳定问题的运动许可速度场,分析了各种条件下不排水黏土基坑抗隆起稳定系数和破坏面特性。通过对考虑坑底坚硬土层、挡墙入土深度和基坑外侧地表超载条件下,块体集上限分析结果与已有文献结果的对比,验证了方法的有效性。块体集上限法克服了多块体上限法存在破坏面假设的缺点,不仅适用范围更广,同时可以得到更完整的基坑抗隆起优化破坏面。在考虑支护挡墙入土深度时,块体集上限法所得基坑抗隆起稳定分析结果优于多块体上限法和强度折减有限元法,具有较大优越性。     

Reduction of low-frequency pressure fluctuations in wind tunnels

The determination of dynamic wind loads on buildings, i.e. pressure and deflection, has gained increasing interest (European Prestandard ENV 1991-2-4, Eurocode 1: basis of design and actions on structures—Part 2-4: actions on structures—wind actions, European Committe for Standardization, Brussels, 1995; DIN 1055 Teil 4 Lastannahmen für Bauten, Verkehrslasten, Windlasten bei nicht schwingungsanfälligen Bauwerken, 1991; N. Hölscher, M. Hortmanns, J. Sahlem, Praxisnahe Erfassung von Windwirkung an Industrie- und Hochbauten, Windwirkung im Bauwesen, Braunschweig, 7, Dreiländertagung D-A-CH 2001, Windtechnologische Gesselschaft, 2001 [1], [2] and [3]). Therefore, the spectral distributions of velocity and pressure fluctuations in wind tunnels are an important quality aspect. While velocity fluctuations can be manipulated by the obstacles used to create the turbulence, pressure fluctuations are influenced by acoustic noise as well. Especially, the first eigenfrequency of the longitudinal mode of the wind tunnel tends to disturb the pressure spectrum.In this paper, a solution for the reduction of low-frequency acoustic pressure fluctuation is presented and its application in the atmospheric boundary layer wind tunnel at the IAG is shown.     

饱和黏性土不排水分析中总应力强度指标的选用

针对饱和黏性土在不排水条件下的总应力分析,首先进一步深入阐释泰沙基有效应力原理,指出应注意区分静水压和超静水压,区分含有总水压的平衡总应力和仅含有超静水压的本构总应力.采用总应力法进行饱和土不排水分析时,这"总应力"只能是本构总应力.进而指出固结不排水强度指标一般不宜直接用于不排水强度计算,直接计算所带来误差的情况与实...     

圆形压力隧洞限裂配筋设计方法研究

为研究圆形压力隧洞衬砌合理的限裂设计方法,采用钢筋混凝土有限单元法对隧洞衬砌的受力特性进行分析,指出隧洞衬砌具有内力值随衬砌开裂区域增加而减小、配筋取决于裂缝宽度的限制要求而非承载力、规范中的裂缝宽度计算公式不适用等特性。通过对厚壁圆筒承载力计算公式的重新推导,指出该方法没有引入裂缝处环向钢筋应变最大值与环向钢筋在整个圆周内平均应变的比值ψ’,使得钢筋面积计算值过小。鉴于隧洞衬砌的受力特性及没有合适的ψ’计算方法,建议取消厚壁圆筒公式,而采用钢筋混凝土有限单元法进行隧洞衬砌的配筋计算。对能由有限元计算直接求得裂缝宽度的衬砌,以裂缝宽度限值要求确定钢筋用量与布置;对不能由有限元计算直接求得裂缝宽度的衬砌,以限制钢筋应力来控制裂缝宽度,即以钢筋应力限值要求确定钢筋用量与布置。最后,通过较多的算例给出隧洞衬砌的钢筋应力限值,当保护层厚度为50mm时钢筋应力限值可取120MPa,当保护层厚度为100mm时钢筋应力限值可取100MPa。     

基于时效理论解的双层衬砌圆形隧道围岩压力分担的简便计算法

隧道的顺序施工叠加岩石流变特性,使围岩和衬砌的力学状态与时间相关。针对水平和竖向地应力不相等的一般地应力条件下双层衬砌圆形隧道施工问题,采用复变函数方法和Laplace变换,推导了开挖和支护全施工过程任意时刻围岩、衬砌的位移和应力理论解答。理论推导中用任意黏弹性模型模拟岩石流变特性,并在隧道开挖完成后的任意时刻分别施加一次衬砌、二次衬砌。并与相同条件下有限元解进行了比对。为便于工程设计,基于本文时效理论解,通过衬砌压力的机理分析,运用数据拟合的方法,给出了围岩压力分担的简便计算法,公式形式简单、适用范围广,同时也可以实现解析解的类似精度,为科学合理确定二次衬砌施工方案提供了理论依据。结合一算例,针对不同围岩压力分担情况,分别给出二衬施加时刻和二衬厚度建议值。工程中可据此方便、快捷地进行相似工程条件下的初步设计。     

超载作用下软土盾构隧道横向变形机理及控制指标研究

隧道横向变形直接关系到结构安全,首先采用数值模拟方法研究了地面压载、土体侧向压力系数和土体抗力系数对隧道横向变形发展的影响,研究了隧道横向变形随压载的变化发展规律,建立了隧道直径变化和混凝土受力、螺栓受力以及接头张开量之间的关系,提出了以隧道直径变化作为隧道横向结构性态发展的判定指标;根据隧道横向变形发展规律,利用隧道结构变形发展过程中的结构几何特征,建立了隧道变形量发展的几何简易分析方法,利用该方法直接测量隧道直径变化就可以判定隧道变形状态,为隧道结构安全评价提供了十分简单有效的手段。     

Upper bound limit analysis of collapse shape for circular tunnel subjected to pore pressure based on the Hoek-Brown failure criterion

Based on Hoek-Brown failure criterion and using the upper bound theorem of limit analysis, a numerical solution for the shape of collapsing block in circular tunnel subjected to pore pressure is derived. The effect of water pressure which is assumed to be a work rate of external force is included in the upper bound analysis. By employing variational calculation to minimize the objective function, the upper solution of collapsing block is obtained. In order to evaluate the validity of the method used in this paper, the result for pore pressure coefficient r_u = 0, with no effect of pore pressure taken into account, is compared with previous work. The good agreement shows that the method of calculating the upper solution for the shape of collapsing block subjected to pore pressure is valid.     

An approximate ANN-based solution for convergence of lined circular tunnels in elasto-plastic rock masses with anisotropic stresses

An approximate solution is presented for predicting the convergence of lined circular tunnels in elasto-plastic rock masses with anisotropic in situ stresses. The basic idea which led to derivation of the solution is function approximation using Artificial Neural Networks (ANNs). A suitable data base including 2500 convergence values is prepared by innovative combination of Design of Experiments technique and Finite Difference Method. Then, an ANN with optimum architecture and appropriate training algorithm is used to learn the underlying phenomena involved in the problem from the data. The explicit form of the solution for calculation of convergence is elicited from the trained ANN. Subsequently, the ANN-based solution is validated against analytical and numerical solutions. Finally, the limitations associated with the solution are discussed.     

Performance analysis of a jacked-in single pile and pile group in saturated clay ground

When a pile is installed into saturated clay ground, the “setup” effect may occur due to ground consolidation, which changes pile performance. Although this phenomenon has been observed both in the field and laboratory, its numerical simulation is still challenging. In this work, pile installation effects on the behaviors of jacked-in piles were investigated through three simulation techniques by a three-dimensional finite element analysis program, PLAXIS 3D. A constitutive model called the soft soil creep model was used to describe the soil behavior based on soil parameters obtained from laboratory tests. The behaviors of single piles were first investigated with or without the consolidation process after pile installation to evaluate the pile setup effect. Then, a pile group comprising 4 piles was analyzed using the consolidation process to verify the applicability of the three simulation techniques. The calculated results were compared with the corresponding experimental results. The calculated results using three techniques generally agreed well with the experimental results in terms of initial stiffness and pile shaft resistance. Both the measured and calculated results indicate that ground consolidation caused by pile installation significantly increases the pile bearing capacity and especially, the pile shaft resistance. Therefore, the pile setup effect can be reasonably simulated by the three proposed techniques.     

某软土基坑侧壁坍塌分析及补救措施

从设计与施工方面分析了造成坍塌原因，根据软基开挖特点采取了分段开挖与支护等措施，取得了较好的效果，保证基坑的安全施工，提前完成了基坑的施工任务。     

滨海新区湖沼相软土微结构类型及定量分析

对滨海新区湖沼相软土的微结构特征进行了分析和研究,包括室内制样、电镜扫描、图像处理以及提取基本结构形态参数等,旨在获取滨海新区湖沼相软土的微结构类型和特征,为软土的变形和破坏提供基础,为该地区工程建设提供宏观参考。