新粘土泥及其改善效果的隧道外文文献翻译、中英文翻译

附录1 外文翻译新粘土泥及其改善效果的隧道摘要 在通过土压平衡（EPB）盾构隧道掘进过程中，经常遇到含有大量砂石的地层。盾构室内挖土的塑性流动性较差，渗透性较大，导致EPB隧道施工困难。为了确保隧道进展顺利，必须通过添加改性材料改变其物理机械性能，改善挖掘土，使其具有良好的塑性流动状态，低摩擦角和低渗透性。改进技术可以保证开挖面稳定，实现盾构隧道平衡推进，减少机械负荷和地面沉降，提高开挖速度。在工程实践中使用的现有泥浆是其组成为膨润土和水的分散泥浆和水系统。组成和功能都很简单。现有泥浆存在大量废泥排放，泥浆指标控制困难，泥浆处理面积大，新泥浆材料大量使用和环境污染等诸多问题。本文开发了一种环保型泥土泥浆，进行实验室和现场试验，以验证其适应性和优越性。1. 介绍 随着盾构施工技术和土壤改良技术的发展，盾构施工技术被广泛应用于地下施工，特别是在地下水位较差的土壤和复杂地质条件下。目前，在EPB盾构施工中存在很多问题，例如在泥土层中，粘性土壤会影响挖掘室土体的流动塑性状态和地下水渗透。在砂土层中，盾构机的刀头磨损相当严重。在含地下水的砾石层中，对挖掘面施加较大的渗流压力，挖掘室难以控制土压力，可能会出现沸腾现象，刀头也严重磨损。在砂石和卵石层中，砂石颗粒之间的摩擦阻力太大，无法获得开挖土壤的良好流动性。因此，当挖掘室和螺旋输送机装满挖土时，即使螺旋输送机不起作用，刀头的扭矩和盾构机的推力也会增加（Yang和Li，2012）。另外，为了使盾构隧道成功，必须将改性材料（如泥浆，泡沫和聚合物）注入挖掘面和挖掘室（即使在螺旋输送机中），以改善开挖土壤状况，并具有良好的塑性流动，具有低摩擦角和低渗透性，保证挖掘面的稳定性，达到盾构隧道平衡进步，减少地面沉降，提高开挖速度。目前，土壤改良技术的研究与应用缺乏规范标准，如调节剂类型的选择，泥浆组成，测定方法，性能参数和目标的控制，以及注入参数的选择和控制，几乎所有这些都是基于工程经验或试错在建筑领域。通常，使用简单的坍落度锥体测试来测量糜烂的条件土壤的行为测量砂浆混合器的功率消耗并评估土壤调节剂的有效性。应用该方法测量不同压力和叶片速度下土壤混合物的剪切强度，甚至评估用泡沫和聚合物添加剂调理的土壤的性质。 2. 新泥浆的制备及其性能分析2.1. 制备新的粘土泥 在EPB盾构隧道掘进过程中，挖掘室挖掘的土壤应具有良好的塑性流动性，确保推力均匀施加在挖掘面上，保持开挖面的稳定性。 同时，挖出的土壤可以通过螺旋输送机顺利排出。 在本研究中，沙砾层改良材料为矿泥。 基于钻井液的知识，结合现有的研究成果，结合评价方法进行室内实验，选择泥浆混合物。 通过对一系列室内实验的分析，泥浆物质被测定为水，膨润土，黄原胶，碳酸钠和粘土颗粒。 由于盾构隧道的特殊性，新粘土泥浆的相关性能在使用前必须进行试验。 在本研究中，相对密度，粘度（包括沼泽漏斗粘度，表观粘度，塑性粘度，动态剪切，凝胶强度，流动性指数和稠度系数），常规静态过滤器损耗（API标准， 滤液面积在正常状态下的30分钟内为4580mm 2，0.689MPa），并测量新粘土的pH值，以估算其是否符合施工现场的要求。 为了获得更好的泥浆比例，也进行了正交实验。 应注意，原料含量是指材料质量和水质量的百分比。2.2. 现有泥浆和新型泥土的性能比较 迄今为止，EPB盾构隧道中使用的现有泥浆是含9膨润土的纯膨润土，即一吨水为90120kg膨润土。值得注意的是，为了便于描述，本研究中开发的新粘土泥被称为粘土泥A，而EPB盾构隧道中使用的现有泥浆重新开始，因此，泥浆B的稠度高，不容易流动。此外，泥浆B在静置后难以从试管中流出，并且不利于泥浆泵送系统。泥浆B的表观粘度为13.5mPas，塑性粘度为3mPas，沼泽漏斗粘度为40;相比与粘土泥A，泥B具有低粘度。此外，粘土A具有高粘度，因此可以避免泥浆溢出，有利于膜，并保证开挖面的稳定性。同时，对于大型砾石层，高粘性粘土泥浆可以防止砾石沉积在开挖室中，有利于开采挖掘土壤。因此，本研究开发的新型粘土泥A的性能优于EPB盾构隧道中使用的泥B。 3.1 实验室设计用于改进新型泥土 为了评估新型粘土泥A的改进效果，必须进行土壤混合试验，摩擦系数试验，耐粘连试验和坍落度试验等相关实验，充分分析改良效果。3.1.1 土壤混合试验 土壤混合试验主要模拟了挖掘室中的真实混合过程。 通过该试验，可以估算出新型泥土的改良效果，并通过混合动力的变化来控制泥土含量。 土壤混合试验实验包含混合器和功率计，如图1所示。3.1.2。 摩擦系数试验 摩擦系数测试的主要目的是模拟土壤和钢的摩擦过程，同时螺旋出土装置获得阻力系数。 当模拟屏蔽机器再次开始工作时，实现即时粘合力。 通过力的大小，可以确定作用在钢上的土壤的系数阻力。 如果力太大，流动性太大，需要更多的动力启动机器。 测量机如图4所示。3.1.4。 坍落度测试 需要坍落度试验来模拟条件土的流动状态。 如果坍落度没有明显变化，则不需要进行坍落度测试，因为以下测试很容易受到坍落度的影响。 在泥土对土壤有一定的影响之前，不应该采取坍落度。 萧条的要求需要确定一系列的测试。 基于早期实验，部分处理了坍落度试验知识，可以方便地对测试时间进行控制。 每次需要3-5组测试，并取平均数据。 坍落度的实验装置是桶中的标准洞穴，如图5所示。 3.2。新粘土泥的实验室试验和分析为了评价新型粘土泥浆的改良效果，采用粘土泥A和泥浆B改良圆砂砾土和沙土，比较分析了泥土A的优点。混合试验。图。图6描述了粘土泥A和泥浆B的净功率的比较曲线。 6，可以看出，添加粘土泥A和泥B后，两种改良土壤的净混合力明显降低;两种泥浆对搅拌功率的影响大致相同。也可以看出，当净功率达到零时，挖掘的土壤将处于塑性流动状态。粘土泥A的净功率小于泥浆B，因此降低粘土泥A的混合力的效果优于泥浆B.4. 对泥土泥浆的影响进行现场试验4.1. 背景为了估计新型泥土对开挖土壤塑性流动性的影响，选择北京地铁10号玉泉站与范家村站区域进行现场试验。4.1.1. 地质条件 通过调查，在盾构隧道区域，发现的最大深度为42.7米，其中包含杂填土，沙泥，卵石床和圆形砾石土。主要隧道结构位于卵石床。粒径通常在2-10厘米，最大尺寸达15厘米，细中砂占30，其中部分地层含有超过20的浮石，分布非常随机。的层是没有水泥的松散结构，并且具有不同粒度的分布。此外，砾石的空隙主要由无水的中粗粗砂填充。4.1.2. 主机形式的盾牌机该区域盾构机的刀头设计为六个轮辐，六个面板，刀具包含撕刀，刮刀，碎石刀，复印刀，周边保护刀等。复印机被液压推动，刀头的尺寸为6240mm长，孔径比为41。通过刀具的最大颗粒的尺寸可以达到500mm300mm。4.2. 实地测试本研究开发的新型粘土泥A用于田间试验。根据现场条件，混合罐的体积为3m 3，充满水。将约3的膨润土和碳酸钠和中粒状粘土加入到混合罐中并混合，然后将1的膨润土和黄原胶混合并加入到混合槽中，使用2mm的颗粒筛以防止结块，如图1所示。 14.混合均匀（约15分钟）后，将新的泥土从混合槽转移到体积为50立方米的储存池中。直到12小时后才能使用泥浆。4.3. 现场测试结果分析选择从环661到环665（每个环为1.2m）的区域中的典型层进行现场测试。为了分析比较本研究开发的粘土泥A的改良效果，现有的泥浆B用于比较目的也改善了655至660号环。5. 结论在这项研究中，开发了一种新型粘土泥浆，并进行了大量实验室试验和现场试验，以验证其性能的提高。本文提出的工作得到了国家自然科学基金（41202220），高等教育博士点研究基金，中央大学基础研究基金和深部地质钻探技术重点实验室研究基金的支持国土资源部 附录2 外文文献The new clay mud and its improvement effects of tunnelsa b s t r a c t During tunneling process by earth pressure balance (EPB) shield, the strata containing large amounts of sand and gravel are often encountered. The excavated soil in the shield chamber has poor plastic flow and larger permeability, so it leads to the difficult construction of the EPB tunnel. In order to ensure tunneling advance successfully, the excavated soil must be improved by adding modified materials to change its physical and mechanical properties, and make it to have a good plastic flow state, low friction angle and low permeability.Soil improvement techniques can guarantee the stability of excavation face, achieve the balance advance of shield tunnel, reduce machinery load and the ground settlement, and improve the excavation speed. The existing mud used in engineering practice is the dispersing mud and water system whose compositions are bentonite and water. Both the composition and function are simple. The existing mud has various problems, such as large amounts of waste mud emission, difficulties in controlling mud indicators, large areas for mud treatment and large uses of new mud materials and environmental pollution. In this paper, a kind of environmentally friendly clay mud was developed, and the laboratory and field tests were conducted to verify its adaptability and superiority.1. Introduction With the development of shield construction technology and soil improvement techniques,shield construction technology is widely used in the underground construction, especially in the poor soil and complex geological conditions with high groundwater level. Currently, in the EPB shield construction exists many problems, for example,in the clay-silt layer, the cohesive soil will affect the flow plastic state of soil in the excavation chamber and the penetration of ground-water. In the sand soil layer, the cutter head of the shield machine wears quite seriously. In the gravel layer containing groundwater,the greater seepage pressure is applied to the excavation face, the soil pressure is difficult to control in the excavation chamber, and the boiling phenomenon may appear, the cutter head wears seriously as well. In the sand and pebble layer, the friction resistance among the sandpebble particles is too large to obtain the good liquidity of the excavated soil. Therefore, when the excavation chamber and the spiral conveyor are full of excavated soils, the torque of the cutter head and the thrust force of the shield machine will increase, even if the spiral conveyor does not work (Yang and Li, 2012). In addition, in order to make the shield tunneling successful, the modified materials(e.g., mud, bubble and polymer) must be injected into the excavation face and excavation chamber (even in the spiral conveyor) to improve the excavated soil condition, and have a good plastic flow, have low friction angle and low permeability to guarantee the stability of excavation face, achieve the balance advance of shield tunneling, reduce the ground settlement, and improve the excavation speed.Currently, the research and application of soil improvement techniques lack normative standards, such as the selection of the conditioner types, mud composition, methods of determination, control of the performance parameter and objective, and selection and controlof the injection parameter, almost all of them are based on the engineering experience or the trial and error in the construction field.Usually, the simple slump cone test was used to measure the behavior of the conditioned soil scarried out the mixing tests to measure the power consumptionof a mortar mixer and assess the effectiveness of the soil conditioner.The vanesheardeviceis applied to measure the shear strength of soil mixtures under different pressures and vane velocities, and even evaluate the property of soil conditioned with foam and polymer additives.2. Preparation of a new mud and its performance analysis 2.1. Preparation of a new clay mud During the EPB shield tunneling, the excavated soils in the excavation chamber should have a good plastic flow property to ensure that the thrust force applies evenly on the excavation face, and maintains the stability of the excavation face. At the same time, the excavated soils could be discharged smoothly through the screw conveyor. Inthis study, the improved material for the sand-gravel layer is the mineral mud. Based on the knowledge of drilling fluids, combined with the existing research results, the indoor experiments combining with the evaluation methods were conducted to select the mud mate-rials. Through the analysis of a series of indoor experiments, the mud materials were determined as water, bentonite, xanthan gum, sodium carbonate, and clay particles. Due to the particularity of the shield tunneling, the related performance of the new clay mud must be tested before it is used. In this study, the relative density, viscosity (including the marsh funnel viscosity, apparent viscosity, plastic viscosity, dynamic shear, gel strength, liquidity index and consistency coefficient), conventional static filter loss (API standard, which refers to the filter loss through the filtrate area with 4580 mm 2 within 30 min in the state of the normal temperature and 0.689 MPa.) and pH value of the new clay mud were measured to estimate whether they meet the requirements of the construction site. In order to obtain the better mud proportion,the orthogonal experiments were also conducted. It is noted that the content of raw material refers to the percentage of material mass and water mass.2.2. Performance comparison of the existing mud and new clay mud Until now, the existing mud used in the EPB shield tunneling is the pure bentonite mud with 9% bentonite, namely, a ton of water has 90120 kg bentonite. It is noted that, in order to facilitate the description, the new clay mud developed in this study be referred to as clay mud A, and the existing mud used in the EPB shield tunneling be re-ferred to as mud B. Therefore, the consistency of the mud B is high, and does not easily flow. Also, the mud B is difficult to flow out of the test tube after standing, and it is not conducive to the mud pumping systems. The apparent viscosity of the mud B is 13.5 mPas, the plastic viscosity is 3 mPas, and the marsh funnel viscosity is 40; comparedwith the clay mud A, mud B has a low viscosity. In addition, clay mud A has a high viscosity, so it can avoid mud spill, conducive to film, and ensure the stability of excavation face. Meanwhile, for the large size gravel layer, high viscous clay mud can prevent the deposition of gravel in the excavation chamber, and it is conducive to con-veying excavated soils. Therefore, the performance of the new clay mud A developed in this study is better than that of mud B used in the EPB shield tunneling.3. Laboratory test of the new clay mud 3.1. Laboratory design for the improvement of the new clay mud To estimate the improvement effects of the new clay mud A, it is necessary to carry out some related experiments which contain soil mixing test, friction coefficient test, adhesive resistance test and slump test to fully analyze the improvement effects.3.1.1. Soil mixing test Soil mixing test mainly imitates the real mixing process in the excavation chamber. By this test, the improvement effects of the new clay mud can be estimated, and take control of the content of clay mud by the change of power of mixing. Soil mixing test experiment contains mixer and power meter, as shown in Fig. 1. 3.1.2. Friction coefficient test The main purpose of taking friction coefficient test is to imitate the process of soil and the steel friction while the spiral unearthed device and getting the adhesion coefficient of drag. Achieve the instant adhesive resistance when the simulation shield machine starts working again. By the size of the force, the coefficient resistance of the soil act- ing on the steel can be determined. If the force is too large, the fluidity is too great and it needs more power to start the machine. The measuring machine is shown in Fig. 4.3.1.4. Slump test The slump test is needed to simulate the fluidity state of the conditioned soil. If the slump has no obvious change, there is no need to take the slump test because the following test is easily affected by the slump. The slump shouldnt be taken until the clay mud has certain effect on the soil. The requirement of the slump needs a certain series of tests to be determined. Based on the early experiments, the knowledge about slump test has been handled partly and the time of taking the test can be controlled easily. Each time takes 35 groups of tests and takes the average of the data. The experiment device for slump is the standard cave in barrel, as shown in Fig. 5.3.2. Laboratory test and analysis of the new clay mud To evaluate the improvement effects of the new clay mud, both clay mud A and mud B were used to improve the round gravel soil and sandy soil to comparatively analyze the advantage of clay mud A. Mixing test. Fig. 6 describes the comparative curve of the net power of clay mud A and mud B. From Fig. 6, it can be seen that the net mixing powers of the two improved soils obviously decrease after adding the clay mud A and mud B; the effects of the two muds on the mixing power are roughly equal. It can also be seen that, when the net power reaches zero, the excavated soil will be in the state of fluidity plastic. The net power of clay mud A is smaller than mud B, so the effects of decreasing the mixing power of clay mud A are better than mud B.4. Field test to evaluate the effects of the new clay mud 4.1. Background In order to estimate the effects of the new clay mud on the property of plastic flow of the excavated soils, the region between Yuquan station and Fanjiacun station of the subway line 10 in Beijing was chosen to conduct field tests.4.1.1. Geological conditionThrough investigation, in the region of shield tunneling, the maximum depth of the discovered layer is 42.7 m, where it contains miscellaneous filled soil, sandy silt, pebble bed, and round gravel soil. The major tunnel structure lies in the pebble bed. The particle size is usually within 210 cm, the maximum size reaches 15 cm, fine medium sand accounts for 30%, the parts of the layer contains floating stones which accounts for over 20% and the distribution is very random.The basic property of the layer is the loosing structure without cement, and with the distribution of different particle sizes. In addition,the void of the gravels was mainly filled with medium and rude sand without water.4.1.2. Main form of the shield machine The cutterhead of the shield machine in this region is designed to six spokes with six panel, the cutters contain tearing knife, scraping knife, crushed stone knife, copying cutter, surrounding protecting knife, etc. The copying cutter is pushed by the hydraulic pressure,the size of the cutter head is 6240 mm long, and its aperture opening ratio is 41%. The dimension of the maximum particle