Improving the existing roadway tunnels capacity by adding new tunnels—a structural approach

The roadway tunnel is considered a good solution for the success of modern roadway networks. It can help to overcome possible traffic congestion and considerably reduce journey time. The continuous growth of traffic volumes leads to increase congestion and decrease safety. This leads to the need for extra tunnel space. The extra tunnel space can be achieved either by the widening of the existing tunnel or by adding a new one. The choice of the suitable method is dependent on many factors like tunnels alignment, site conditions, construction method, tunnel operation, risk assessment…etc. The current research investigates the second alternative through a specific case study as an example. The method comprises adding two new tunnels to an existing twin roadway tunnels. The investigated problem considers the new tunnels to be added vertically or horizontally. The influence of the new tunnel construction on the existing tunnels is investigated considering both the variation of relative position and spacing distance in a parametric study context. Several numerical models are employed to check the construction sequence and the tunnelling safety. These models are used to evaluate the induced stresses in surrounding ground for two different soil types, straining actions in tunnels’ liner and deformations of both ground and liner. The result demonstration shows how to find out the minimum practical and safe spacing distance between the driven new tunnels and the existing ones without the need for the relatively expensive soil strengthening techniques.     

Mechanism and countermeasures of preceding tunnel distortion induced by succeeding EPBS tunnelling in close proximity

Twin tunnels are frequently used to address the increasing transportation demands in large cities. To ensure the safety of twin tunnels in close proximity, it is often necessary to take protective measures that have not been well studied. Field monitoring was conducted for a project of twin earth pressure balance shield (EPBS) tunnels in typical soft ground. The preceding tunnel was reinforced by various measures, including trailer bracing, compensation grouting, artificial freezing and scaffold bracing. The entire deformation of the reinforced tunnel was recorded during the succeeding tunnelling process. A three dimensional finite-element method (FEM) model was established to simulate the entire process of twin EPBS tunnelling, particularly the reinforcement measures. The computed deformations of the reinforced tunnel were consistent with the measured data. Furthermore, the stress history and pore pressure of the surrounding soil were analysed to investigate the deformation mechanism of the tunnel. Both the measured and computed results indicate that although the face pressure of the succeeding tunnel was smaller than the earth pressure at rest, the preceding tunnel could still experience an inward horizontal convergence and a deflection away from the succeeding tunnel. These distortion modes were caused by the squeezing effect of the horizontal soil arch in front of the succeeding tunnel face. Finally, convergence and deflection indices were proposed to quantify and assess the effectiveness of the reinforcement measures. The trailer bracing, as an “in-tunnel” reinforcement technique, was found to be the most effective method for controlling tunnel convergence. However, artificial freezing as an “out-tunnel” reinforcement technique led to the largest reductions in tunnel deflection. A combination of both “in-tunnel” and “out-tunnel” reinforcements was recommended.     

广州地铁二号线海-公区间隧道施工防灾监测

城市地铁，特别是区间隧道暗挖施工，由于从地面建筑物及地下管线下面穿过，施工中的土体变形、水位下降和施工崩塌将会对其上的市政设施和建筑物造成不利甚至严重的影响。施工中进行防灾监控量测可及时发现这些不利影响，确保施工及周围环境的安全，减少对城市生活的影响。因此施工防灾监测工怍是城市地铁建设中必不可少的重要环节。广州地铁二号线海珠广场站至公园前站区间隧道，埋深16～25m，其上建筑物密集，部分十分陈旧，隧道采用矿山法暗挖通过。文章从监测的规划、项目设置、观测手段、方式方法、资料处理及成果分析等几方面进行全面详细叙述，观测项目齐全，数据连续、完整、详实、很有规律性，值得作进一步的深层分析。系统而全面的防灾监测工作，有效地保证了地铁施工的顺利完成。防灾监测工作非常成功。监测工作经验值得类似工程监测借鉴。     

隧道围岩稳定性正算反演分析研究——以厦门海底隧道穿越风化深槽施工安全监控为例介绍

为了降低海底隧道施工风险,确保隧道施工顺利穿越海底几处风化深槽和风化囊区域,解决难以获得隧道围岩力学参数的技术难题,采用位移反分析方法建立了动态反演预测模型;作为比较,还简单介绍了弹塑性反演的一种全局优化方法。根据隧道典型断面实际监控量测的围岩拱顶沉降量和周边收敛位移量,结合先行服务隧道揭露的水文地质情况,进行优化反演分析,得到该类围岩初期支护后的等效弹性模量和等效侧压力系数。在相应的同类地质条件下,对后续将开挖的左、右主洞围岩采用边界元法进行正演数值计算,使之能为主洞施工方案比选以及支护设计参数调整与修正提供定量依据,做到信息化动态设计与施工。工程实例分析表明,利用正算反演分析法得出的围岩等效力学参数是可靠的,可据此对类似地质条件下主隧道围岩进行正演计算分析,预测主洞围岩的变形破坏模式,判断其围岩稳定性。位移反分析法是隧道施工变形理论预测分析与工程实际相联系的有效平台,为工程设计施工技术决策提供了一种切实有效的途径。     

Investigation of surface and subsurface displacements due to multiple tunnels excavation in urban area

Underground structures are currently widely used and are built as urbanism develops. The interactions between perpendicularly crossing and parallel tunnels in the Tehran region are investigated by using a full three-dimensional (3D) finite difference analysis with elastic-plastic material models. Special attention is paid to the effect of subsequent tunneling on the support system, i.e., the shotcrete lining and rock bolts of the existing tunnel. Eventually, as the tunnels are excavated at certain levels, the interaction between the tunnels will certainly have a significant influence on both stress distribution and consequently deformations. Since multilayer tunneling is a three-dimensional phenomenon in nature, 3D numerical solutions must be utilized for analyzing effect of perpendicularly crossing tunnels at various levels. As Tohid twin tunnels and Line 7 pass beneath the Line 4 metro tunnel, changes in stress distribution, deformations, and surface settlements are studied for various conditions and the results are presented in this paper. Consequently, it is shown that there is a significant interaction between tunnels that necessitate certain preventive measures to maintain a stable tunneling operation.     

复杂地层超大断面隧道施工围岩力学特征模型试验

以京沪高速济南连接线港沟隧道穿越断裂破碎带区域为依托工程,研究了复杂地层超大断面隧道施工情况下围岩力学响应特征。研发了大型可拼装式地质力学模型试验系统,搭建了以静态数据采集为基础的应力–应变场监测系统和以光栅测距为基础的位移场监测系统,开展了复杂地层超大断面隧道施工过程力学模型试验研究。通过对试验开挖过程中位移变形和围岩应力变化的实时监测,揭示了超大断面隧道穿越断裂破碎带施工过程的力学演化规律。监测数据表明：位移变形大致可分为“缓慢增加-急剧增大-稳定状态”3个过程,水平收敛位移要早于拱顶沉降进入急剧增大阶段;应力变化也可分为“应力积聚－应力释放－稳定状态”3个阶段。形成的试验方法技术以及结论对类似工程研究具有重要的指导和借鉴意义。     

南京地铁运营隧道变形的工程地质机理研究

根据南京地区的工程地质与水文地质条件和多年隧道结构变形的监测资料,系统分析了不同地貌单元内隧道结构的变形特征,指出影响南京地铁隧道结构变形的主要工程地质因素是盾构隧道的软土问题和矿山法隧道的水文地质问题。结果表明:南京地区发育不同成因类型的软土,特别是长江河谷平原区软土,具有高孔隙比、高含水量、高压缩性、结构性强等特性,易导致隧道结构发生不均匀沉降。同时,穿越丘岗地区的矿山法隧道,一旦上游水源补给量超过正常值时,易导致隧道结构的衬砌逐渐抬升变形甚至引发运营中断事故。这一研究成果为南京地铁运营隧道结构变形分析提供了工程地质方面的理论基础,以便采取针对性的措施及时控制变形,确保安全营运。     

Monitoring of Three-dimensional Additional Stress and Strain in Shield Segments of Former Tunnels in the Construction of Closely-Spaced Twin Tunnels

In recent years, with the development of urbanization, the construction of closely-spaced twin tunnels is becoming more and more common. How to ensure the safety of the former tunnel during the construction of the later tunnel has become the focus of the construction of closely-spaced twin tunnels. To study the safety of the former tunnel segment structure, this paper analyzed the field monitoring data of practical engineering (the section with the minimum separation (4.5 m) between the twin tunnels from Anyuanxi station to Chunshenhu station on the Suzhou Metro Line 4 in Jiangsu, China) and obtained the dynamic change law of additional stress and strain of the former tunnel segment under the influence of the construction of later tunnel. Based on this research, the following conclusions were drawn: (1) The maximum circumferential tensile stress on the segmental structures was shown to be 2.62 MPa at the horizontal position on Section S2 in the side adjacent to the later tunnel, which should be main monitored. (2) The maximum values of the vertical deformation and peripheral convergence of the segments were 16.21 and 17.39 mm, separately, both of which were less than two-thirds of the allowable deformation. Therefore, the shield tunnel deformations were within allowable limits. This research results can provide guidance for similar engineering.     

Prediction of swelling rocks strain in tunneling

Swelling deformations leading to convergence of tunnels may result in significant difficulties during the construction, in particular for long term use of tunnels. By extracting an experimental based explicit analytical solution for formulating swelling strains as a function of time and stress, swelling strains are predicted from the beginning of excavation and during the service life of tunnel. Results obtained from the analytical model show a proper agreement with experimental results. This closed-form solution has been implemented within a numerical program using the finite element method for predicting time-dependent swelling strain around tunnels. Evaluating effects of swelling parameters on time-dependent strains and tunnel shape on swelling behavior around the tunnel according to this analytical solution is considered. The ground-support interaction and consequent swelling effect on the induced forces in tunnel lining is considered too. Effect of delay in lining installation on swelling pressure which acting on the lining and its structural integrity, is also evaluated. A MATLAB code of “SRAP” is prepared and applied to calculate all swelling analysis around tunnels based on analytical solution.     

西安地铁隧道穿越饱和软黄土地段的地表沉降监测

以西安地铁一号线朝阳门站一康复路站区段饱和软黄土地铁隧道为研究对象,通过施工期现场地表沉降变形监测,分析了在饱和软黄土特殊地层条件下隧道浅埋暗挖法施工引起的该区段地表沉降变形规律以及地表沉降槽分布特征。结果表明：在饱和软黄土隧道开挖时,随着掌子面的推进,隧道顶地表沉降可分为沉降微小阶段、沉降显著发展阶段、沉降缓慢阶段和沉降稳定阶段;单线隧道开挖后的最大地表沉降量为18．89mm,双线隧道开挖后的最大地表沉降量为36．4mm;已开挖隧道对围岩土体的扰动作用使得后开挖隧道的地表沉降发展较大;双线隧道的地表沉降槽宽度接近单线隧道沉降槽宽度的2倍,因此可以将其近似为单线隧道地表沉降槽宽度与双线隧道轴线中点距离之和;单线隧道开挖后地表沉降槽宽度为8．4～9．3m,双线隧道开挖后地表沉降槽宽度为16．2～17．5m;隧道开挖施工的沉降槽宽度参数为0．435～0．467,单线隧道开挖后的地层损失率为0．765％～1．324％,双线隧道开挖后的地层损失率为1．231％～2．200％。     

盾构-矿山法隧道并行施工的相互扰动分析

盾构隧道和矿山法隧道的施工,对围岩扰动的形式和程度不同;并行近接情况下,对彼此的扰动也将不同。以南宁轨道交通地铁1号线百佛区间的盾构-矿山法隧道小净距并行施工为研究对象,根据实际施工进度情况建立监测分析系统,分析了盾构-矿山法施工在竖直和水平方向位移的相互扰动。盾构法隧道后行,盾构的挤推作用,导致先行矿山法隧道拱顶上升、净空收缩;盾构弱化围岩和盾构沉降影响区的作用,导致先行矿山法隧道拱顶下沉、净空扩容。矿山法隧道后行,矿山法隧道侧向卸荷作用,导致先行盾构隧道管片产生管片隆起和净空扩容。研究成果揭示了小净距并行施工时,盾构隧道-矿山法隧道相互间的扰动规律;可以为类似小净距并行隧道施工顺序的选择,及相应辅助施工措施的采用,提供技术支撑。     

Reflection on the problems in mechanical response monitoring and testing design of deep tunnels

Nowadays the number of deep tunnels is greatly increased. Since there are lacking successful numerical methods and experiences from relevant engineering construction and design of deep tunnels, massive on-site monitoring and testing should be conducted to support the design and safety control. The present monitoring and testing design methods are proposed according to the characteristics of shallow underground engineering. However, when they are introduced into the deep tunnels, great challenges are encountered. In this study, the failure of surrounding rock mass in the field was presented and then the deformation and failure responses of surrounding rock mass were obtained during excavation by various advanced observation techniques. Based on the acquired information, this study analyzed the mechanical response characteristics of surrounding rock mass during excavation and lining at the operating period. Then we discussed the problems arising from the application of current modern monitoring methods. Six suggestions were put forward relating to the monitoring and testing design of the representative section in the deep tunnel. This study can provide helpful guidance to improve the design methods in similar projects.     

深埋隧洞力学响应监测与测试设计的思考

深埋隧洞工程越来越多,但相关工程经验积累不足,设计和计算方法远未成熟,深埋隧洞工程设计和施工安全控制需要大量现场监测和测试数据的支撑,而现有的监测和测试设计方法均针对浅埋工程的特点提出,在深埋隧洞施工过程中应用时遭遇到极大挑战。为此,首先依据现场揭露现象和多种先进观测技术获得的成果,分析了深埋硬岩隧洞施工期围岩的开挖力学响应特征和运行期衬砌的力学响应特征,剖析了现今主流观测方法存在的问题,提出了6条关于深埋隧洞典型断面监测和测试设计的建议,为促进此类工程相关设计方法的完善提供参考。     

The squeezing potential of rock around tunnels: Theory and prediction with examples taken from Japan

Summary Large deformations of surrounding media around tunnels are often encountered during excavations in rocks with squeezing characteristics. These deformations may sometimes continue for a long period of time. Predictions of deformations of tunnels in such grounds are urgently needed, not because of stability concerns, but also of their sevicability. In the present study, the squeezing phenomenon of rock around tunnels and its mechanism and associated factors are first clarified by carefully studying failures of tunnels, and a survey of tunnels in squeezing rocks in Japan is presented and its results are summarised. Then, a practical method is proposed to predic the squeezing potential and deformation of tunnels in squeezing rock and this method has beeen applied to actual tunnelling projects, where squeezing problems were encountered, to check its applicability and validity. Finally, an extension of this method to the time-dependent behaviour of squeezing rocks is given and an application of this method to an actual tunnel is presented.     

软弱围岩隧道洞口段失稳机制分析与处置技术

隧道洞口围岩大多为软弱围岩,加之浅埋、偏压等不良地质地形因素的影响,洞口施工过程中易发生边仰坡的滑塌。厦蓉高速公路水都线的瑞坡隧道在进洞后不久就发生围岩失稳,致使仰坡开裂滑塌和洞内支护变形很大。利用FLAC3D软件模拟了隧道施工全过程,从围岩塑性区分布以及位移情况结合现场实际状况分析了隧道仰坡坍塌和支护变形发生的原因,并通过数值模拟优化了CRD法的开挖工序。最后参考数值分析结果结合工程实际提出了有效的治理措施,得到的结论可供今后类似工程参考与借鉴。     

基坑开挖卸载引起下卧已建隧道的纵向变形研究

城市地下空间开发中经常遇到已建隧道上方进行基坑开挖的情况,如何提前预测已建隧道的纵向变形是目前工程界普遍关心的问题。基于能够考虑土体变形连续性的Kerr地基梁理论,分别将已建隧道简化为欧拉伯努利梁和铁木辛柯梁,将Mindlin基本解积分得到已建隧道纵向上的附加荷载,建立了基坑开挖卸载对下卧已建隧道影响的解析分析方法,探讨了隧道剪切刚度对隧道纵向变形的影响。研究发现,当隧道剪切刚度趋于无穷大时,Kerr地基上的铁木辛柯梁退化为欧拉伯努利梁,当隧道等效剪切刚度有效系数 时,已建隧道的剪切刚度对其纵向变形和纵向曲率产生显著影响,必须予以考虑。将文中的分析方法应用于郑州市某基坑工程,通过实测数据反分析得知水泥土有效卸荷系数为0.22,对快速开挖、快速等量加载的抽条开挖方式用各条基坑独立开挖,计算结果叠加的方法进行预测,将预测的结果与地铁最终上隆量进行对比,较为吻合。     

Lower bound solutions for circular tunnels in two and three dimensions

Summary Complete statically admissible stress fields are evaluated for the problem of tunnel stability. The tunnels are supported by uniform internal pressure due to a lining or rock bolts. In both cases plane deformations are assumed. Additionally, a complete stress field is derived for the problem of the stability of the unsupported span of a tunnel. The latter problem is formulated three dimensionally. In all cases the Mohr Coulomb yield criterion is used. The solution is based on the lower bound theorem of plasticity, which states that the stability of a statical system is proved if at least one admissible stress field exists.     

Effect of Blast-Induced Vibration from New Railway Tunnel on Existing Adjacent Railway Tunnel in Xinjiang, China

The vibrations of existing service tunnels induced by blast-excavation of adjacent tunnels have attracted much attention from both academics and engineers during recent decades in China. The blasting vibration velocity (BVV) is the most widely used controlling index for in situ monitoring and safety assessment of existing lining structures. Although numerous in situ tests and simulations had been carried out to investigate blast-induced vibrations of existing tunnels due to excavation of new tunnels (mostly by bench excavation method), research on the overall dynamical response of existing service tunnels in terms of not only BVV but also stress/strain seemed limited for new tunnels excavated by the full-section blasting method. In this paper, the impacts of blast-induced vibrations from a new tunnel on an existing railway tunnel in Xinjiang, China were comprehensively investigated by using laboratory tests, in situ monitoring and numerical simulations. The measured data from laboratory tests and in situ monitoring were used to determine the parameters needed for numerical simulations, and were compared with the calculated results. Based on the results from in situ monitoring and numerical simulations, which were consistent with each other, the original blasting design and corresponding parameters were adjusted to reduce the maximum BVV, which proved to be effective and safe. The effect of both the static stress before blasting vibrations and the dynamic stress induced by blasting on the total stresses in the existing tunnel lining is also discussed. The methods and related results presented could be applied in projects with similar ground and distance between old and new tunnels if the new tunnel is to be excavated by the full-section blasting method.     

基于Hoek-Brown强度准则的隧道软弱围岩稳定性分析

因长期遭受地质作用和构造力的改造作用,地下岩体中存在大量的软弱破碎带,隧道开挖穿越这一地带很容易出现较大的变形,甚至出现塌方等事故。论文采用TGP超前地质预报与掌子面围岩调查相结合的方法进行隧道掌子面及前方未开挖岩体的精细化地质调查,获取了隧道围岩的Hoek-Brown参数。采用FLAC3D数值模拟方法,分析了破碎带围岩在既定支护条件下的稳定性,并与现场监测数据进行对比,验证此方法的正确性。研究结果表明,数值模拟结果与实际监测结果较为吻合,可以将此方法用于指导未开挖段隧道的稳定性预测,以确保隧道掘进过程的施工安全。