复合地层盾构刀具磨损分析与预测

盾构机在复合地层中进行掘进时,刀具磨损严重,易发生偏磨,是制约土压平衡盾构机长距离高效掘进的重要因素。通过气压开仓和常压开仓技术,对深圳地铁9号线区间隧道盾构刀具进行现场磨损监测,分析了不同类型刀具在复合地层中的磨损规律,回归得到了不同类型刀具的磨损系数,并据此推算了盾构机在类似地层条件下的最远掘进距离。为准确预测盾构机掘进过程中刀具磨损情况,文章利用遗传算法优化BP神经网络模型对刀具磨损进行了分析,模型综合考虑了盾构机掘进速度、推力、扭矩等影响因素,预测结果与实测值接近。研究成果可为类似地层条件下的实际工程中盾构机的刀具磨损量、最长掘进距离等预测提供理论支持,对实际施工有一定指导作用。     

复合地层盾构刀盘修复探讨

盾构开挖过程中刀盘和刀具容易发生磨损破坏。以福建省福州市滨海快线第3标段1工区盾构段工程为例,对复合地层条件下的盾构机刀盘修复技术进行了研究,详细介绍了刀箱、刀座、辐条等刀盘部件的割除、定位、焊接、修复和更换技术,提出了刀具更换标准,并分析和示意了滚刀磨损极限相关状况,可为类似复合地层刀盘修复提供经验与参考。     

复合地层条件下盾构刀盘设计研究

在分析复合地层条件下刀具的磨损破坏的基础上,提出了针对复合地层的刀盘的设计特点,总结出了一套混合刀盘设计的流程与方法,并用两个实例加以说明.     

上软下硬复合地层盾构空舱快速掘进技术

为解决上部软土下部极硬岩的复合地层盾构掘进中普遍存在的刀盘易结泥饼、刀具异常损坏和渣土超排等问题,以某城市地铁工程为依托,提出了盾构空舱快速掘进及其配套综合注浆围岩稳定控制技术,并采用数值模拟进行了理论分析。研究结果表明:提出了复合地层盾构空舱快速掘进方法,解决了复合地层段盾构推力大、易结泥饼、刀具易损坏和破岩效率低等难题,稳定了施工参数,大幅提高了施工效率,节约了施工成本。开发了空舱掘进配套的综合注浆围岩稳定控制技术,控制了地层损失,防止了隧道塌方灾害。通过建立盾构掘进动态数值模型,揭示了复合地层在空舱掘进模式下掌子面前方的围岩变形模式和地表沉降规律。     

深圳风化花岗岩地层盾构防泥饼渣土改良技术

依托深圳地铁某线盾构工程开展了风化花岗岩地层土压平衡盾构防泥饼渣土改良技术研究。通过对盾构掘进参数和刀具磨损分析,阐述了泥饼对盾构掘进参数和刀具磨损的影响,并结合地层制订了相应的渣土改良方案,有效预防泥饼出现。研究表明:盾构发生"结泥饼"后,推力明显增大,掘进速度逐渐减慢接近0,扭矩变化不大,采用分散剂浸泡刀盘,能消除一部分泥饼,但若渣土改良不合适,泥饼又将会快速形成;盾构结泥饼过程中,滚刀的磨损方式主要是偏磨,且刀具的磨损相对于刀盘回转中心呈现出一定的中心对称性;在风化花岗岩地层中,采用分散性泡沫剂和水可有效提高渣土的流动性,取得理想的改良效果;但在卵石土和风化花岗岩复合地层中,需采用膨润土、分散性泡沫剂和水相结合的渣土改良方案,提高渣土的抗渗性和流动性,且在风化花岗岩与卵石土复合地层和风化花岗岩地层中理想渣土的坍落度值为15～20cm;相比于渣土改良,地层对掘进参数的影响更明显,且盾构在卵石土和强风化花岗岩复合地层中掘进时,推力和扭矩相对较小。     

软硬复合地层中盾构掘进刀盘受力分析与计算

针对广州地区典型软硬复合地层的工程地质特点,将其在盾构掘进断面内的地层简化为上软下硬的二元地层结构,基于盘形滚刀破岩受力计算Rostami公式,建立起盾构机刀盘受力的计算方法。该方法可以计算盾构机在复合地层掘进过程中的刀盘有效推力、有效扭矩、倾覆力矩和不平衡力及它们的变化情况,并以广州地铁3号线天华区间的盾构隧道掘进施工为例,对刀盘受力进行了计算,从力学角度对软硬复合地层中盾构姿态难控制、刀具易磨损等作出解释。     

新型复合墙体抗压性能试验研究

针对新疆的村镇居住环境,提出了一种新型复合墙体结构。对带构造柱与不带构造柱共10片新型复合墙体试件进行了竖向抗压性能试验研究。分析了内芯强度、外模强度、高厚比以及构造柱对新型复合墙体结构的破坏特征、轴心受压承载力及变形性能的影响。结果表明,不带构造柱新型复合墙体的轴心受压破坏过程与普通砌体墙体的轴心受压破坏过程相似;内芯强度和外模强度对轴心受压承载力影响较为显著。在上述试验研究基础上,提出了新型复合墙体轴心受压承载力计算公式,轴心受压承载力的计算值与试验值对比表明两者吻合较好。研究成果可为该种复合墙体早日应用到实际工程提供参考。     

复合地层中盾构滚刀磨损实用预测方法及应用

盾构机在复合地层掘进过程中常因刀具磨损量过大而产生掘进工效降低和刀具失效等问题。依托深圳地铁13号线白应区间复合地层段滚刀磨损数据,根据Rabinowicz磨粒磨损计算模型提出了一种滚刀磨损量实用预测方法。该方法结合滑移率计算公式和刀盘扭矩、刀盘推力得到滚刀滑动距离,通过科罗拉多矿业学院模型(CSM模型)、岩石强度参数和滚刀贯入深度确定接触面法向荷载,根据滚刀设计参数确定其材料强度。通过确定影响滚刀磨损量的三个主要因素(滑动距离、接触面法向荷载和材料强度),推导出了考虑盾构滚刀磨损体积计算公式,并采用深圳地铁13号线白应区间复合地层段滚刀实测磨损量与磨损量预测值进行对比验证。结果表明:实测磨损量与预测较为吻合,验证了所提出的滚刀磨损量预测方法的合理性,研究成果可为复合地层中盾构滚刀磨损量预测和换刀时机的确定提供理论依据。     

大跨径组合梁斜拉桥极限承载能力分析

斜拉桥是由索、塔、梁形成的一种组合结构,主梁以压弯受力为主,主塔以心受压为主,因此结构的稳定性问题是斜拉桥设计中必须考虑的关键问题之一。在同时考虑几何非线性和材料破坏准确情况下的弹塑性稳定分析,实际上就是反映结构极限承载能力破坏的过程。为了分析组合梁斜拉桥的极限承载能力特性,文章利用ANSYS空间有限元模型研究了某大跨径组合梁斜拉桥的极限承载能力特性。分析了依托工程斜拉桥的极限破坏过程及其极限承载能力特性,得到了这种结构体系丧失承载能力的过程及破坏形态。研究表明这种结构首先在桥塔应力最大断面纤维进入塑性,主塔变形增大,然后轴力较大位置钢梁应力进入屈服阶段,形成结构体系的塑性铰,体系达到承载能力极限状态。文章的极限承载能力分析方法能够更加真实的反映斜拉桥结构的真实承载能力情况,可为类似结构研究提供借鉴。     

复合地层长距离土压平衡盾构施工关键技术

针对土压平衡盾构在包含全断面碎石的复合地层掘进施工时,刀盘和刀具磨损严重、推力和扭矩增大、易导致掘进困难以及沉降不易控制等问题,对渣土改良、刀盘和刀具的配置优化以及泡沫系统改造等关键技术进行工程实践,结果表明,膨润土泥浆和泡沫对砂层渣土改良效果及地表沉降控制效果显著;配合泡沫系统改造,盾构掘进过程中推力和扭矩减小,掘进速度提高;刀盘和刀具优化改造后,磨损程度明显降低,同时避免通常采用的预设加固区等开仓换刀,减少经济成本和人员作业风险,实现一种既能满足工程施工需要,同时控制施工成本的方法。     

液压挡轮原理及结构的分析比较

液压挡轮在大型回转窑中广泛应用,本文就液压挡轮的应用情况,针对其液压工作原理和力学结构进行了分析比较,定性分析了不同类型液压挡轮的优缺点,提出了自己的见解。     

提高桥梁桩基础抗水平推力的地基处理方法

地基处理方法的研究大多针对提高地基竖向承载力以及改善土基变形方面,对以提高土基抗水平推力能力的研究较少。文章研究在桥梁工程中采用地基处理方式解决桩基础抗水平推力能力的不足问题。从理论上分析了桩基础抗水平推力能力与土体m值的关系,并通过两个工程实例研究介绍了压密注浆方式处理浅层软土地基的过程和桩基础的抗水平推力能力的提高数据,经工程实践和试验检验效果显著,为同类工程提供有益的参考。     

滑坡关键块力学行为及力传递特征和不同应力状态的稳定系数研究

 分析滑坡关键块的力学行为及滑坡力的传递特征,研究滑坡在摩阻力没有折减条件下,滑坡条块下滑力、摩阻力和推力的相互关系,指出滑坡条块在下滑力、摩阻力相等(即推力矢量和为0)时,该条块处于临界应力状态。研究推移式滑坡条块间推力所表征的力学特征,进而提出滑坡条块处于不同推力条件下,条块间推力测量的基本特征：处于残余应力状态和破坏后区应力状态条块间推力测量值逐渐减小或增大(即力测量可以为负值或正值),处于临界应力状态前条块间的推力测量值逐渐增大(即力测量为正值),该结果对滑坡监测具有指导作用。研究现行滑坡稳定系数的计算方法,针对临界应力状态、破坏后区应力状态和残余应力状态及其混合应力状态,以剩余推力法证明现行临界应力状态法计算滑坡稳定系数不是最小值,而取残余应力状态力学参数计算的稳定性系数为最小值,并证明了它们之间的相互关系。     

黄土滑坡微型桩破坏模式研究

通过大型物理模拟试验和有限差分(FLAC3D)模拟,研究了黄土滑坡微型桩群桩破坏模式。现场试验及数值模拟结果表明,微型桩易发生破坏的区域为滑面上下各4倍桩径范围内,且其破坏形式以弯剪破坏为主;微型桩上滑坡推力的分布形式近似为三角形,推力在滑面处达到最大值;滑坡推力沿荷载传递方向依次递减;微型桩群桩的弯矩分布形式有别于传统抗滑桩,弯矩最大值出现在滑面附近。其成果为微型桩的研究与应用提供了理论基础。     

In situ TBM penetration tests and rock mass boreability analysis in hard rock tunnels

Boreability is popularly adopted to express the ease or difficulty with which a rock mass can be penetrated by a tunnel boring machine. Because the boreability is related to the rock mass properties, TBM specifications and TBM operation parameters, an accurately definable quantity has not been obtained so far. In order to analyze and compare rock mass boreability, a series of TBM shield friction tests were conducted in a TBM tunneling site. Two sets of TBM penetration tests were performed in different rock mass conditions during tunneling in rock. In each step of the penetration test, the rock muck was collected to perform the muck sieve analyses and the shape of large chips was surveyed in order to analyze the TBM chipping efficiency under different cutter thrusts. The results showed that a critical point exists in the penetration curves. The penetration per revolution increases rapidly with increasing thrust per cutter when it is higher than the critical value. The muck sieve analysis results verified that with increasing thrust force, the muck size increases and the rock breakage efficiency also increases. When the thrust is greater than the critical value, the muck becomes well-graded. The muck shape analysis results also showed with the increase of the thrust, the chip shape changes from flat to elongated and flat. The boreability index at the critical point of penetration of 1 mm/rev. defined as the specific rock mass boreability index is proposed to evaluate rock mass boreability.     

柱锤冲扩桩法加固机理研究

柱锤冲扩桩法是一种新型地基处理方法,结合多年的工程实践与理论研究,对其加固机理进行了深入系统的理论分析,重点研究了冲击荷载的作用、冲孔的侧向挤密作用、孔内强力夯实的作用以及填料冲扩的二次挤密效应等,为柱锤冲扩桩法地基处理技术的进一步推广及应用提供了有力的理论依据.     

Thrust force allocation method for shield tunneling machines under complex load conditions

Thrust system is one of the most important subsystems in the shield tunneling machines. Multiple hydraulic cylinders in the thrust system provide the required thrust force and help to overcome the large load torque in the excavating process, which is a typical over-actuated mechanical system. Therefore, load distribution among thrust cylinders will be uneven in the face of large load torques, which is the primary cause of cracks in lining segments. To handle this problem, most of the existing works focus on thrust system layout optimization for a predetermined geological condition. Consequently, the optimization results cannot adapt to varying thrust load conditions. We aim to provide a more flexible solution for this problem by using a reconfiguration strategy based on a force-on-off principle, which can dynamically determine whether a cylinder in the thrust system outputs force or not. Illustrative examples show that the reconfigurable thrust system ensures more even force distribution among thrust cylinders under varying thrust load conditions compared with the traditional thrust system and does not require extra hardware cost, which verifies the flexibility and effectiveness of the proposed method.     

复杂地层土压平衡盾构推力和刀盘扭矩计算研究

千斤顶推力、刀盘扭矩是盾构设计制造及掘进的重要控制参数。通过对盾构推进过程中盾构与围岩相互作用规律的分析,系统分析了土压平衡盾构总推力、刀盘扭矩的影响因素。提出了考虑刀盘挤土效应及土舱内压力分布模式影响的推力计算修正公式,及综合考虑了刀盘挤土效应与开挖面土体渗透性的刀盘扭矩计算修正公式。通过对深圳地铁二号线香香区间掘进载荷实测数据的分析,对修正公式在复杂地质条件下的适应性进行了验证。该修正公式对复杂地层中土压平衡盾构掘进载荷的确定有一定的指导意义,可用于盾构刀盘装备扭矩设计和施工参数的预测。     

Ultimate strength of compressed stiffened plates and minimum stiffness ratio of their stiffeners

A theoretical investigation into the effectiveness of a stiffener against the ultimate strength of a stiffened plate is carried out. Series of the buckling analyses, the elastic large deflection analyses and the elastic-plastic large deflection analyses are performed by the analytical method and the finite element method on the stiffened plate under thrust. Experiments are also carried out on the stiffened plate under thrust to confirm the theoretical results.On buckling of a stiffened plate, it is well known that ther exxists a minimum stiffness ratio of a stiffener to the plate, $\text{λ}{}^{\mathrm{B}}{}_{\min }$, which gives the maximum limiting value of the buckling strength. Concerning the ultimate strength it was confirmed that there exists a significant stiffness ratio of a st stiffener to the plate, $\text{λ}{}^{\mathrm{U}}{}_{\min }$ similar to $\text{λ}{}^{\mathrm{B}}{}_{\min }$ for the buckling strength.It was also found that there are three typical collapse modes for the stiffened plate under thrust, that is: (1) MODE OO, overall collapse after overall buckling; (2) MODE LO, overall collapse after local buckling; (3) MODE LL, local collapse after local buckling.Approximatelmethods are proposed to evaluate the ultimate strength and $\text{λ}{}^{\mathrm{U}}{}_{\min }$ of a multi-stiffened plate under thrust.The effects of initial imperfections such as welding residual stresses and initial deflection on ultimate strength and $\text{λ}{}^{\mathrm{U}}{}_{\min }$ of a stiffened plate under thrust are also discussed.     

Geotechnical investigations and preliminary support design for the Geçilmez tunnel: A case study along the Black Sea coastal highway,Giresun, northern Turkey

This study encompasses geotechnical investigations, stability assessments and design of the preliminary support systems for the Geçilmez tunnel which is constructed in Giresun for the improvement of the highway along the Black Sea coast. During the study, a detailed geological map of the study area was prepared and the geotechnical characteristics of the rock masses were determined. The rock mass classification of the tunnel grounds was performed by utilizing the RMR method, Q system, NATM and the Geological Strength Index (GSI) classification which was followed by performing a geotechnical investigation along the tunnel grounds in order to obtain the geotechnical parameters for the stability analyses of the portals and of the tunnel. Lugeon (water pressure) tests were performed in order to determine the permeability of the rock mass along the tunnel. The appropriate geotechnical parameters were utilized in order to perform rock slope stability kinematic and limit equilibrium analyses at the portals of the tunnel. Empirical preliminary tunnel support systems according to the RMR method, Q-system and NATM were determined. The structurally controlled instabilities within the tunnel sections were identified and the required preliminary tunnel support systems were determined to overcome these instabilities. Regarding the structurally controlled rock failures along the probable weak zones and lineaments (i.e., inactive probable faults or shear zones) during tunneling, wedge stability analysis was utilized to determine the potential wedge failures that could possibly occur during tunneling and to apply the necessary support systems for stabilizing any wedge failure in the tunnel. The induced stress distributions and deformations in the rock mass surrounding the tunnel grounds was investigated and the interaction of the support systems with the rock mass was analyzed by using numerical (finite element) modeling. In the finite element analyses it was assumed that the rock mass behaved as a fractured rock mass since the tunnel grounds were moderate to highly jointed. The objective of the numerical modeling was to check the validity of the empirical preliminary tunnel support requirements and also to compare the results with those obtained through assuming structurally controlled failures during tunneling. The performance of the preliminary tunnel support was also validated on the basis of thrust–moment interaction analyses. The results of the structurally controlled failure analyses, numerical analyses and thrust–moment analyses were compared in an attempt to determine the preliminary tunnel support systems to stabilize the Geçilmez tunnel.