Design of tunnel support systems using ground freezing

One of the more promising techniques in soft ground tunneling through urbanized areas is the use of artificially frozen ground for temporary tunnel support. This paper describes the general design considerations involved in the ground freezing method. Various factors are discussed which influence the selection of the freezing temperature, the thickness of the frozen zones and the spacing of the freeze pipes. The time required to achieve freezing is discussed in addition to the amount and rate of frost heave caused by the freezing.

To illustrate the applicability of the freezing method, various considerations in the design of an 8-ft. diameter tunnel in upstate New York, a 75-ft. diameter tunnel in Georgia, and a 12 1/2-ft. diameter tunnel in Washington, D.C. are discussed. All three of the tunnels were to pass immediately beneath mainline railroad tracks. A laboratory testing program was implemented to determine the effects of the repetitive train loads on the zone of frozen soil around the tunnel perimeter. Stress-controlled repeated load triaxial tests were performed on both undisturbed and remolded samples frozen from temperatures of −7°C for the New York tunnel to −10°C for the Atlanta and Washington tunnels. Static testing consisted of both quick triaxial tests and creep tests on frozen samples of the various soil types.

It was found that there was little difference between the cumulative strain response from repeated load tests and static tests for the low frequencies investigated (one-quarter to one-half cycles per minute). Hyperbolic stress—strain functions were developed to simulate the stress—strain relationship for various cumulative loading times.

The stresses and strains in the frozen soil tunnel configuration were computed by the finite element method, using both linear and hyperbolic stress—strain functions. Tangent modulus values were varied to reflect the decreasing modulus with increasing loading time. The analyses indicated that zones of frozen soil of approximately 3 ft. thick were required for both the New York and Washington tunnels. However, high tensile stresses were calculated for the Atlanta tunnel, precluding the use of the freezing method.     

水泥改良土杯型冻土壁融化温度场三维数值模拟

为掌握水泥改良土杯型冻土壁的解冻规律,以南京地铁10号线过江隧道盾构出洞水平冻结加固工程为例,对水泥改良土杯型冻土壁融化温度场进行了三维数值模拟,并研究了导热系数、比热容、相变潜热等因素变化对融化温度场的影响规律。结果表明:冻结水泥土解冻速度受初始温度影响较小,受冻土位置影响较大;解冻过程中,冻土壁外侧1 m处的非冻结土温度先降后升,冻土壁外侧3~7 m处土体温度始终呈下降趋势;随着导热系数减小、相变潜热增大、比热容增大,解冻时间延长;比热容对冻结水泥土解冻过程的影响主要体现在升温阶段,相变潜热主要影响冻土相变阶段,导热系数既影响升温阶段又影响相变阶段。      

Subway construction is Stuttgart under protection of a frozen soil roof

Experiences gained on the building of the City Railway turning loop, Stuttgart, Section 12, are described, where the new Austrian tunneling method is used in connection with the freezing technique. The Metro-tunnel lies in leached-out gypsum marl and unleached zones, respectively.

In a section of this tunnel within the leached-out gypsum marl the excavation was protected by a frozen soil roof in order to keep away any water seepage which could be dangerous for the excavation itself and for the buildings superimposed as well The drilling for the freeze pipes, the installation and operation of the freezing system and the tunnel driving including the erection of the final support are described. A point of special interest is the application of the shotcrete method as the shotcrete has to adhere to the frozen soil and has to harden sufficiently before the hardening process is interrupted by frost penetration.     

新型管幕冻结法在河堤防渗加固中的温度场分析

为了探究新型管幕冻结法是否能够对河堤进行有效的防渗加固,利用有限元软件基于温度场对新型管幕冻结法在防渗固堤中的应用展开研究,设置4条分析路径,对冻土帷幕的基本情况和各路径的冻结效果特征进行分析。结果表明:冻土帷幕自冻结管处形成后向周围蔓延,从第8天起,0.5 m深度上侧的冻土帷幕发展开始“加速”,相较于另一侧冻土帷幕,其发展更快、强度更高、冻结更密实。冻结完成后,0.5 m深度上侧冻土帷幕均匀密实,坡面上温度最低可降至?25.34℃,各观测点温度均在?24℃以下,最终冻结温度和降温速率均呈现出“M”形特征;堤面最快可在第11天开始冻结,在第14天冻土覆盖整个堤面,土体最终冻结温度与深度之间呈指数函数关系。管幕钢管边界冻结差异较大,最高温点与最低温点温度分别为?24.94℃和?2.89℃,相差约22℃,冻土帷幕最小厚度约0.78 m。所得结果可为将来的相关实际工程提供参考依据。      

Jointing of two tunnel shields using artificial underground freezing

Freezing was used in the jointing section of two shields (diameter 3.14 m) which ran across at right angles and at 25-m depth under the crossing of main roads for the construction of a 2.4-m diameter sewer tunnel. The object of freezing was to create a frozen barrier to prevent the inflow of water and fine sand into the area to be excavated.

Thirty-five freeze pipes (length about 7 m) were placed from one shield conically in the direction of the flank of another shield with freeze pipes attached to its inside wall. The cooling unit was placed on unoccupied land at about 60 m distant from the jointing section and the freeze pipes were connected with the cooling unit by supply and return pipelines.

The cooling unit had a cooling capacity of 79,000 kcal/h at an evaporation temperature of −27°C and a condensation temperature of +40°C. Freezing was continued for 180 days and the CaCl₂ brine temperature was −25 to −30°C. These works were accomplished without the sinking of shaft and the use of injection, in complete safety with no traffic restriction on the road surface.     

水下清淤人工冻结板温度场数值分析

为研究水下清淤人工冻结板温度场的发展规律以及冻土帷幕形成的过程,通过有限元分析软件,采用单因素分析法进行数值分析,研究了水下人工冻结板在几何及物理环境变化条件下的冻结规律。结果表明:冻结板不同几何尺寸与清淤深度的相关性较弱,调整冻结板的几何尺寸仅能改变清淤面积;对清淤环境来说,土层的导热系数越大,比热容越小,原始地温越低,其降温速度越快,清淤越高效;砂土的冻结效果要明显优于黏土;相变潜热对土体降温的影响十分有限;盐水降温计划中最低温度对清淤深度有较大影响,在-50℃以前,冻土帷幕发展较快,每降低10℃冻土帷幕的发展厚度增加约0.4 m,而在-50℃以后冻土帷幕的发展较慢,每降低10℃冻土帷幕厚度的发展仅约为0.05 m。因此,在工程实际中,冻结初期通过调节盐水降温计划可以较好的实现冻结效果;建议盐水降温计划最低温度设置为-50℃,此时可以得到的有效清淤深度约1.5 m。研究结果可为今后的相关实际工程提供参考依据。      

Numerical simulation of frost heave with coupled water freezing,temperature and stress fields in tunnel excavation

Artificial ground freezing is an effective ground improvement technique to deal with diverse geotechnical construction problems as it serves to cut off the water and also improves the ground soil strength. However, ground freezing may produce frost heave and thaw settlement at the ground surface. Predicting and controlling the frost heave is a challenge to engineering construction in a heavily populated city. This paper proposes an analysis model that couples the water freezing, temperature and stress fields. This model is first applied to an underground excavation problem of a corridor where ground freezing is used. The numerical predictions are compared with field measurements. It is then applied for a model tunnel problem to study the effect of the overlying soil thickness, frozen soil wall thickness, excavation radius and brine temperature on the frost heave. It is found that the vertical component of the frost heave follows a normal distribution with a maximum at the tunnel axis, while the horizontal component reaches a maximum at a distance from the tunnel axis. This distance is directly proportional to the thickness of the overlying soil. A critical brine temperature is also found at which the frost heave at the ground surface reaches a maximum.     

四排局部冻结法在上海地铁修复工程中的应用

上海地铁某修复工程,在完好隧道与破坏隧道连接段采用冻结法施工垂直封水挡土止水墙,取得圆满成功。利用现场监测数据,判别了冻结管是否漏盐水以及隧道内是否充填密实,得出了冻土壁温度场形成规律,计算出积极冻结期结束时间。在浦东隧道清淤排水、浇筑混凝土止水墙阶段,分析了各施工工序对冻土墙温度影响。分析结果表明,冻结法施工质量的好坏可由温度反映出来。通过合理布置温度监测点,采用信息化施工,掌握温度变化规律,可确保复杂工程冻结施工安全。     

Optimization of artificial ground freezing in tunneling in the presence of seepage flow

Artificial ground freezing is an environmentally friendly technique to provide temporary excavation support and groundwater control during tunnel construction under difficult geological and hydrological ground conditions. Evidently, groundwater flow has a considerable influence on the freezing process. Large seepage flow may lead to large freezing times or even may prevent the formation of a closed frozen soil body. For safe and economic design of freezing operations, this paper presents a coupled thermo-hydraulic finite element model for freezing soils integrated within an optimization algorithm using the Ant Colony Optimization (ACO) technique to optimize ground freezing in tunneling by finding the optimal positions of the freeze pipe, considering seepage flow. The simulation model considers solid particles, liquid water and crystal ice as separate phases, and the mixture temperature and liquid pressure as primary field variables. Through two fundamental physical laws and corresponding state equations, the model captures the most relevant couplings between the phase transition associated with latent heat effect, and the liquid transport within the pores. The numerical model is validated by means of laboratory results considering different scenarios for seepage flow. As demonstrated in numerical simulations of ground freezing in tunneling in the presence of seepage flow connected with the ACO optimization algorithm, the optimized arrangement of the freeze pipes may lead to a substantial reduction of the freezing time and of energy costs.     

拱北隧道管幕冻结法温度场数值计算

以港珠澳大桥珠海连接段拱北隧道为工程实例，研究管幕冻结法的温度场发展规律，基于二维多孔介质传热理论，采用有限元软件COMSOL对积极冻结期的实际工况进行数值计算，模拟结果通过现场实测验证，研究了温度场在异形冻结管开启前后的发展与分布规律。结果表明:冻结30 d时，实顶管完全被冻土包裹，并且顶管之间开始形成连续的冻土帷幕；冻结50 d时，空顶管被冻土完全包裹；冻结90 d时，实顶管和空顶管处冻土帷幕厚度达到2.0 m，满足设计要求。在异形冻结管开启前、开启后10 d内和开启后10~20 d内，两顶管间中点处温度测点的平均温度变化速率分别为-0.86℃/d，-0.88℃/d和-0.25℃/d，之后各测点温度趋于稳定，进而形成温度较为均匀的冻土帷幕。研究成果可为类似冻结工程提供技术参考。      

隧道水平冻结施工期地表融沉的历时预测模型

隧道冻结工程中所形成的人工冻结壁为临时支护结构,隧道衬砌结构施工后,冻结壁要进入解冻期,由于冻结壁解冻过程中的地层融沉现象对隧道周边环境影响较大,因此,应建立合理的方法对地表融沉量进行预测,以便于实际施工中采取相应的融沉控制措施。为此,考虑冻结壁的自然解冻过程,基于随机介质理论,建立了隧道水平冻结施工期地表融沉的历时预测模型。并提出冻结壁自然解冻条件下瞬态温度场由平板解冻理论近似求解,基于平板解冻理论和一维情况下已融土层的稳定融沉量计算公式,确定了预测模型中解冻锋面半径和融缩区域内半径这2个关键参数的取值方法。将所建立的预测模型应用于隧道全断面水平冻结工程中,得到了地表融沉随解冻时间的变化规律。研究结果表明,地表融沉在解冻初期增长速度较快,而在解冻后期增长速度减缓,地表历时融沉量与崔托维奇通过试验得出的天然冻土历时融沉量变化规律相一致。     

竖向直排冻结条件水平冻胀力试验研究

竖向直排冻结方式常用于软弱地层中斜井掘进和深基坑止水帷幕的冻结法施工中,目前国内外对该冻结方式下水平冻胀力的分布研究鲜见报导。以某斜井冻结工程为背景,推导出温度场、应力场和水分场等相似模拟准则,设计了竖向直排冻结模型试验并细化具体试验方案,利用大型三维模拟冻结试验系统,对竖向直排冻结条件下不同深度土体的水平冻胀力分布特性进行了试验研究。结果表明,竖向直排冻结过程中埋深对水平冻胀力的影响明显,在其他条件相近的情况下同一水平面中水平冻胀力的大小与温度密切相关;冻胀力的变化率主要受冻结锋面位置的影响,距离冻结锋面较近时冻胀力的变化率逐步达到峰值;已冻土体的冻胀力随冻结锋面向外发展而趋于平稳。     

兰州地区黄土水平冻胀力分析

为研究不同含水率黄土在一维冻结融化过程中温度场和水平冻胀力的变化特征规律,选取兰州地区黄土进行了封闭系统下的一维冻结融化试验。研究结果表明:土体的降温过程分为四个阶段,降温冻结初期各深度土体的温度下降速率较快;土体温度下降到0.4 ℃时降温曲线出现转折点,土层各深度降温速曲线出现近乎平行于横坐标的平稳段;冻结后期各深度土体的温度下降速率较慢。最大水平冻胀力沿着土体深度先是稳定变化较为小,然后增大到最大值最后减小。水平冻胀力最大值随含水率有很明显的变化,含水率越高水平冻胀力越大,而其他值的大小受含水率的影响较小,水平冻胀力最大值出现在相对深度0.6～0.8处。     

双排管冻结下冻结壁温度场形成特征的数值分析

冻结时间、冻结壁厚度和冻结壁温度场的性状是冻结法施工的关键参数,以工程实例为背景,考虑了水的导热系数λ和比热c的相态变化以及冻结管吸热参数随温差而变化等因素,利用ANSYS大型有限元计算程序,对单、双排管冻结下冻结壁的形成及其变化特征进行详细的计算分析,得出了双排管冻结下冻结时间缩短、冻结效率提高、冻结壁平均温度下降等特性.最后,探讨了双排管冻结下冻结壁平均温度的简化计算方法     

隧道水平冻结施工引起地表冻胀的历时预测模型

隧道水平冻结施工过程中,土体冻结引起体积膨胀,进而会在地表产生冻胀现象。实际工程一般采用多根冻结管形成冻结壁。冻结壁交圈前,地表冻胀由多个冻土柱的叠加膨胀变形引起;冻结壁交圈后,地表冻胀则由整个冻结壁的膨胀变形引起。鉴于此,考虑冻结壁的形成过程,基于随机介质理论,建立了隧道水平冻结施工引起地表冻胀位移的历时预测模型。同时对冻结外锋面半径和冻胀区域外半径这2个关键参数的取值方法进行了相关探讨。最后针对两个工程案例,采用该计算模型对地表冻胀位移进行分析,得到地表冻胀位移随时间的变化规律,并与现场实测结果相比较,验证了模型的可靠性。该模型应用于隧道水平冻结施工前、冻结期内任意时刻的地表冻胀位移预测,可为工程冻结实施方案的合理确定提供有效依据。     

中主应力系数影响下的冻结砂土损伤本构模型

人工冻结法是饱水砂层开挖过程中常用的止水和临时支护方法,通过冻土损伤特性研究为冻土力学特性和冻结体稳定性分析奠定基础。为研究冻结砂土的损伤力学特性,在-5℃下进行了不同中主应力系数的冻结砂土三维室内试验。从冻土微元破坏服从Weibull随机分布的特点出发,将Drucker-Prager强度准则作为冻土微元统计分布变量,利用应变等价性假说,建立了三维应力状态下冻结砂土损伤本构模型;在此基础上,讨论模型参数F₀与m和中主应力系数的关系,对模型参数进行合理修正,建立中主应力系数影响下的冻结砂土损伤本构模型,并与试验结果进行对比。分析结果表明:参数F₀和m随着中主应力系数的增大呈现先减小后增大的趋势;参数F₀反映了冻结砂土的强度特性,参数m代表了冻结砂土的延性及脆性特征,考虑中主应力系数影响的冻结砂土损伤本构模型能很好地模拟冻结砂土应力-应变全过程曲线。研究成果为人工冻结法工程设计提供一定的理论依据。移动阅读      

管幕冻结隧道“顶管?冻土”复合结构力学特性试验研究

拱北隧道暗挖段作为港珠澳大桥珠海连接线的重点工程,首次运用管幕冻结法进行施工。该法综合管幕法和人工地层冻结法的优势,可在隧道断面形成“顶管?冻土帷幕”复合支护体系,有效实现“承载”与“顶管间止水”的双重目标,确保隧道开挖时的稳定与安全。为获得“顶管?冻土”复合结构的温度、变形与力学特性,基于相似理论自主研发构建一套相似模型试验系统并开展试验研究,同时利用有限元软件COMSOL Multiphysics建立数值计算模型进行模拟验证。结果表明:复合结构的冻结温度场因空、实顶管及其内部冻结器的布置形式呈现不均匀分布特征,冻土形成速率在冻结后期明显变缓;土体竖向冻胀变形在60~160 min内急剧增大,且冻胀量随深度增加而增大,整体规律与温度场分布密切相关;土体冻结产生的冻胀力对顶管水平受力影响较大,空顶管相对刚度较小而产生较大水平变形;在加载阶段,顶管受力与变形均以竖向为主。因空、实顶管刚度差异和冻土厚度不均匀的共同影响,空顶管竖向变形包含了“弯曲”与“压扁”并具有非线性特征,其跨中截面底部竖向位移峰值约为实顶管的1.6倍;加载至0.28 MPa时,管间冻土首先发生破坏,进而导致顶管间封水功能失效,实际施工中应重点监测空顶管的变形规律、管间冻土帷幕的温度变化及其完整性。研究成果可为管幕冻结法的施工与监测提供参考,也可为热力耦合数值计算模型提供验证依据。      

Effect of Soil Moisture-Energy Distribution and Melting-Freezing Processes on Seasonal Shift in Tibetan Plateau

EFFECT OF SOIL MOISTURE-ENERGY DISTRIBUTION AND MELTING-FREEZING PROCESSES ON SEASONAL SHIFT IN TIBETAN PLATEAUtheNational(G19980 4 0 80 0 )andCAS’sKeyProjectforBasicResearchonTibetanPlateau (KZ951 A1 2 0 4 ;;KZ951 A1 4 0 2 ;;KZ951 B1 2     

北京砂卵石地层盆形冻结的温度场扩展规律研究

地下工程盆形冻结止水结构包括位于开挖范围周围的冻结帷幕（盆壁）及开挖范围底部的水平冻结板（盆底）两部分。采用物理模型试验与数值模拟的方法,分析了北京典型富水砂卵石地层条件下盆形冻结在静水及0.5 m/d渗流条件下的温度场扩展规律。研究发现：盆形冻结技术作为冻结工法在市政工程领域的全新应用,对地下工程的施工区域能够有效起到冻结止水效果;盆形结构不同部位在不同的渗流条件会表现出不同的冻结交圈次序,静水条件下盆壁冻结管会先于盆底冻结管交圈,渗流条件下则依次是顺水流盆壁、盆底、背水面盆壁、迎水面盆壁,此时盆壁冻结是制约盆形冻结的关键因素,实际工程应重点关注盆壁冻结;冻结厚度是评价冻结效果最直观的指标,在静水条件下盆壁厚度趋于稳定,盆底水平冻结板厚度逐渐超过盆底冻结管长度且向盆内与盆外两个方向同时发展;渗流条件下,迎水面盆壁厚度最小,背水面盆壁由于绕流现象出现冻结锥体而局部厚度增大,盆底水平冻结板厚度仅向盆内单向发展。     

青藏高原土壤冻结始日和终日的年际变化

利用青藏高原1981-1999年青海和西藏58个气象站观测的土壤冻结上、下限记录,分析了冻结始日、冻结终日的空间分布和年际变化特征.结果表明:最早、最晚和平均冻结始日的分布基本一致,都是由北向南逐渐推迟的;最早、最晚和平均冻结终日的空间分布也比较一致,呈现南北早、中部晚的特点.在20世纪80年代高原土壤冻结多偏早,解冻多偏晚,冻结日数偏多;而90年代正好相反,冻结多偏晚,解冻多偏早,冻结日数偏少;冻结始日有明显的3～4a周期变化,冻结终日有明显的准7a周期变化;1981年、1982年为冻结早、解冻晚年,1983年、1990年为冻结晚、解冻晚年,1993年、1999年为冻结晚、解冻早年.