喷射混凝土巷道应力测量仪的性能外文文献翻译中英文翻译

1、英文原文The performance of pressure cells for sprayed concrete tunnel liningsC . R . I . C L AY TO N,J. P. VA N D E R B E R G , G . H E Y M A N N, A . V. D. B I C Aan d V. S . H O P EAbstract: The paper examines the factors that affect the performance of tangential cells embedded in shotcrete tunnel lin

2、ings. Newdata, derived from fi eld monitoring, numerical modelling,and calibration tests carried out to simulate the embedment and crimping processes, are presented. These suggest that although well-designed embedded total pressure cells will have cell action factors close to unity, they cannot be a

3、ssumed to provide reasonable estimatesof the stresses within sprayed concrete linings, unless the infl uences of installation effects, temperature changes, shrinkage and subsequentcrimping can be taken into account.Keywords: fi eld instrumentation; tunnels.IntroductionThe pressure cells used for mea

4、suring the compressive stressesin shotcrete tunnel linings generally consist of two stainle ss steel plates with a thin fl uid- fi lled cavity between them. The cavity is connected either to a membrane-type bypass valve or to a vibrating-wire pressure transducer. The use of other direct-stress instr

5、uments has been reported in the literature, althoughinfrequently. Pressure cells are typically installed in one of two orientations: radial, to record the stress between the sprayed concrete and the ground surrounding the tunnel; and tangential, to record the hoop stress within the tunnel lining its

6、elf. This paper considersonly tangential cells. Despite their widespread use in practice, there has been verytle research reported in the literature on the use and behaviourof shotcrete pressure cells.Many practitioners remain doubtful of the ability of embedded pressure cells to measure the actual

7、stresses in concrete tunnellinings. In a previous paper reviewing instrumentation for sprayed concrete lined tunnels the present authors noted some of the potential diffi culties, stating that it was 'extremely unlikely that embedded cells be used for monitoring the actual stress in a tunnel lin

8、ing' . Yet, potentially, pressure cells are a valuable source of information that might be used to assesswhether tunnel design assumptions are justii ed, and this paper therefore reports the ndings of our further research into this important topic.Factors affecting the pressures recorded byangen

9、tial pressure cells intunnel liningsDirect stress measurement within any medium is made difficult by the many factors that can affect the results. In the case of tangential pressure cells embedded in shotcrete our recent experiencesduring tunnel monitoring suggest that these are as follows.Cell prop

10、ertiesThe cell should be constructed so that the stressesin the shotcrete are not significantly modified by its presence. Since the compressibility of the fluid in the cell is less than the surrounding materials it will under-read, but this can largely be compensatedfor by making the cell wide and t

11、hin. The use of cell fluids such as mercury or oil will affect not only the compressibility of cells but also their temperature sensitivity. Changes in temperature will expand the fluid against the surrounding, relatively rigid cell metal and surrounding concrete, and will produce a change in measur

12、ed stress.Installation effectsThe inadvertent formation of cavities around the cell during shotcreting will lead to a soft measurement system, which will subsequently under-read. Incorrect positioning of the cell within the lining, rotating it towards the radial direction, can also cause it to under

13、-read somewhat, because radial stresses are typically less than 10% of tangential. Indeed the actual thickness of the lining at the point of installation will also affect the interpretation of the stress measurements.Post-installation factorsAs noted above, temperature changes can be expected to lea

14、d to changes in measured stresses. Shrinkage during the early life of the shotcrete will result in changes in the recorded stress that are not due to external stress changes. Crimping, which is often undertaken to ensure that pressure cells are properly bedded within the shotcrete , can provide a si

15、gnificant offset to the measured pressures.Numerical and physical experiments, and results from monitoringNumerical modelling and physical simulation have been carried out to assess the actual performance of some stress cells used in practice, and to place their performance in the context of other c

16、ell designs.Numerical modelling to assess the effects of cell fluidTo examine the effect of cell fluid on cell performance two idealised circular cells embedded in a block of concrete were modelled under axisymmetric conditions using the finite element package LUSAS. The geometry of the cells and th

17、e material properties modelled are shown in Fig. 1. The 160 mm diameter cell is somewhat larger than many of the cells currently in use, whereas the 80 mm cell is smaller, and was considered by the authors to be likely to have an excessive T/D ratio. In the first numerical experiment the effect of t

18、he bulk modulus of the cell fluid wasinvestigated, by applying a constant external axial stress and varying the cell cavity pressure . The bulk modulus equivalent to each cell action factor was calculated by integrating the displacementsalong the surface of the cell cavity. Fig. 2 shows the consider

19、able influence of bulk modulus on cell action factor, but it also shows that when reasonable cell geometries are used cell action factors remain tolerably close to unity when oil is substituted for mercury.80 mm or IGO mm d tameterCavity! A ppi ed vertical sttessUI山山l山山山uwPressure cell；/Concrete800

20、m mLlslfif ia lV IPCoiicr &I&300000253 0 x 1O 3S till包teel21 OOOOO 28A S X TO .(c)Fig. 1. Geometry of cells and properties of materials used during numerical modelling: (a) idealised pressure cell; (b) geometry modelled; (c) material propertiesBu k modulus of cell fluid : MPaFig. 2. Effect o

21、f bulk modulus of cell fluid on cell action factorPhysical simulationCalibration tests were conducted to evaluate the performance of the vibrating-wire mercury-filled pressure cells, in three phases:(a) During the first phase the manufacturer's calibration of the pressure cells was checked by co

22、nducting an air pressure calibration on all the cells used.This was done in a 1 m diameter chamber, in the laboratory.(b) The second phase of the experimental work was conducted to investigate whether tangential cells installed under ideal and controlled conditions could produce reliable results. Th

23、is was done by installing two pressure cells in a precast concrete slab, constructed in the laboratory.(c) The final phase of the experimental work was designed to investigate the performance of the tangential cells under 'working conditions', as well as to investigate ways of installing the

24、 cells to improve their performance. This was done by installing tangential pressure cells in shotcrete slabs, formed in a tunnel under working conditions.The cells used for the experimental work were mercury-filled vibrating-wire cells supplied by Geokon, and with a full-scale range of 20 MPa (Fig.

25、 3). All the pressure measurements were calculated using the temperature correction supplied by the manufacturer.Fig. 3. Vibrating-wire mercury-filled concrete stress cellThe second phase of the calibration testing was carried out to investigate the performance of the tangential pressure cells under

26、 ideal and controlled conditions. For this experiment two cells were embedded in a 25 MPa ready-mix concrete slab, 1.0 m high, 1.0 m wide and 0.3 m thick. The two cells were tied to a cage constructed from reinforcing bar meshes, which were identical to those in use in the Heathrow Terminal 4 statio

27、n tunnels. The experimental set-up is shown in Fig. 4, except that in the first set of experiments two bare cells were used. One bare cell and one precast cell were used in a subsequent experiment, described later in this paper.Direction of load ingFig. 4. Layout of cells embedded in concrete panelD

28、uring the curing period the slab temperature increased to about 32 C, and afterwards decreased slowly over several days. Monitoring was carried out until the cell temperatures reached equilibrium with the laboratory environment (Fig. 5).3020O24681O 1214Elapsed tnne: daysFig. 5. Temperatures measured

29、 after casting cells in ready-mixed concreteOAt each load increment the cell readings were observed tstabilise rapidly: creep effects were not apparent. The value ofcell action factor was subsequently calculated from pressure cell readings and average applied vertical stresses .The fi nal phase of t

30、he experimental work consisted of the evaluation of the tangential pressure cells installed under 'working conditions'. This was done by placing two pressure cells in each of two slabs, similar to the above but constructed using shotcrete in a tunnel at Heathrow Terminal 4. Because the resul

31、ts of the experiment on the cells installed in the concrete slab showed that under ideal conditions the cells seem to perform satisfactorily, it was argued that failure under working conditions might result from installation effects. A major dif fi culty with the installation of tangential pressure

32、cells is ensuring that no voids are formed in'shadow zones' around the cellduring shotcreting. It was therefore decided to precast one of the cells in each of the two slabs in a tapered concrete block, designed to prevent the formation of shadow zones (Fig. 6).Fig. 6. Detail of cell cast in

33、precast concretecellDiscussionTheoretical considerations suggest that a well-designed embedded cell, with high stiffness and a low aspect ratio (T/ D), should have a cell action factor close to unity. Our experiments on commercially available cells support this view. The ability of a cell to measure

34、 the applied pressure correctly is dependent upon additional factors, however. Offsets due to temperature, crimping and shrinkage must be properly taken into account. The quality of cell installation must be assessed.Although manufacturers routinely supply temperature correction factors for vibratin

35、g-wire cells, these correct for the sensitivity of the transducer alone. For a 160 mm radial cell fi lled with mercury the authors' numerical modelling results suggest that a temperature change of 20 C will produce a pressure change of the order of 2 MPa. Oil-fi lled cells can be expected to be

36、more temperature sensitive. A 20 C temperature change might produce about a 3 MPa pressure increase, whichis of the same order as the tangential stress found in manyompleted shotcrete tunnel linings.To the authors' knowledge, no estimates of the increase in measured stress induced by shrinkage h

37、ave ever been reported in the literature. In order to make an initial estimate the data from the authors' laboratory experiments were reprocessed, using only those data obtained when the concrete slabs werenloaded.If crimping is carried out then the zero offset of the cell is permanently altered

38、. In a real installation the absolute pressure can be recovered only if the pressure change during crimping is carefully recorded. It is suggested that, although crimping is unnecessary if cells are well-designed and installation is good, the initial gradient of the crimping curve should provide a g

39、ood guide to the cell action factor of the installed cell, with high crimping gradients indicating satisfactory cells. The pressure increases caused by crimping can be eliminated by subtracting them from the values subsequently recordedConclusionsUsing numerical and physical experiments, coupled wit

40、h field observations, this paper has for the first time attempted a rational assessment of the many factors that may lead to embedded shotcrete pressure cells misreading.The data suggest that, unless installation defects are present, the cell action factors of well-designed shotcrete pressure cells

41、are likely to be near to 1. However, other factors need to be taken into account before embedded pressure cell data can be used to determine the true stress in a tunnel lining. Temperature changes immediately after cell placement will be large, and, coupled with the high rate of shrinkage that occur

42、s during the early life of shotcrete, will prevent satisfactory stress measurement during this period. Seasonal temperature changes will cause further changes in pressure cell readings. Strains due to shrinkage of the shotcrete mayalso significantly increase the measured stresses. Our data suggest t

43、hat it is possible to predict the temperature sensitivity of the shell/shotcrete system using numerical modelling. Field data, laboratory measurement and estimates based upon an analytical approach are in good agreement.After temperature changes due to cement hydration have ceased, the shape of the

44、crimping curve can be used to assessthe quality of cell installation. However, the crimping procedure will generate offset pressuresthat may be of the same order of magnitude as the actual pressure to be measured in most shotcrete linings. Measurements made after the crimping procedure is completed

45、must be corrected by subtracting the pressure increase observed during crimping. If shadow zones cannot be prevented during installation then the use of precast cells may be advantageous, although the cell action factor of the installation will be modified.The various factors influencing the measure

46、ment of the absolute stress in a shotcrete lining cannot be taken account of when routinely interpreting pressure cell data, without the benefit of careful calibration, numerical estimates of thermal sensitivity, and experimental determinations of the effects of shrinkage. We have shown that the eff

47、ects of temperature, shrinkage and crimping will probably be large, and of the order of the stresses tobe measured. However, the cell action factors of well-designed and well-installed pressure cells will be close to unity and, as we have shown, it should be possible to take account of the effects o

48、f temperature changes and shrinkage, to estimate the quality of the installation, and to correct forcrimping offset. Despite the potential difficulties the authors believe that tangential pressure cells can still be useful in many tunnelling applications, but only provided great care is taken in the

49、 interpretation of their measurements.AcknowledgementsThe authors gratefully acknowledge the support of Heathrow Express, Mott MacDonald Consulting Engineers, and the Engineering and Physical Sciences Research Council of the UK, and the help of Mr J. Barrie Sellers, President of Geokon, Inc.,USA, in

50、 reviewing the manuscript. The work described in this paper forms part of a wider research programme now being carried out by the University of Southampton, UK, into the behaviour of SCL tunnels.中文译文喷射混凝土巷道应力测量仪的性能C.R.I.克莱顿，J.P.范德伯格，G.霍曼，A.V.D.哈曼和V.S.霍普摘要：本文研究了影响喷射混凝土巷道应力测量仪性能的因素。 新数据通过实地 检测、数字模拟、模拟

51、埋设标定试验和褶曲变化进程等进行派生的表达。 这些数 据表明，虽然精心设计的应力测量仪测出的数据很接近围岩整体运动规律， 但是 它们不能被假定为对喷射混凝土巷道围岩应力提供了合理的估计， 除非将安装影 响、温度变化、围岩收缩及后续的褶曲变化等因素考虑在内。关键词：实地检测；巷道1前言用来测量喷射混凝土巷道压缩应力的应力测量仪 （以后简称测力仪）通常由 两个不锈钢板组成，两个板之间有一个充满液体的管。这个管一般和一个膜式旁 路阀门或一个弦式压力传感器连接。 在文献中，也提到了一些其他测量应力的器 材的作用，虽然不常见。测力仪通常安装在两个方向之一：径向，记录喷射的混 凝土与巷道围岩之间的应力；切

52、向，记录巷道内的切应力。本文认为只有切向应 力。虽然它们在实践中广泛使用，但在研究报告文献中很少有介绍喷射混凝土巷 道测力仪的使用和作用。很多学者仍然保留着对嵌入式测力仪能够测量喷射混凝 土巷道实际应力的性能的怀疑。在前一篇审查喷射混凝土巷道测力仪性能的文章 中，作者指出了一些潜在困难，特别说明嵌入式测力仪用于监测巷道实际应力是 极不可能的。然而，潜在的测力仪是一种宝贵的信息， 可能被用来评估巷道设计 假设是否合理，因此，这篇文章在这个重要的项目中报告了我们进一步研究的成 果。2切向测力仪测量巷道应力的影响因素由于很多因素可以影响结果，所以在任何媒体中直接测量都很困难。 在切向 测力仪嵌入混凝

53、土的情况下，在巷道监测过程中，我们最近的经验表明如下所示。 2.1测力仪特性测力仪应该被改进，以便巷道中的压力不会被它的存在而受到明显改变。当 测力仪中的流体的可压缩性小于周围材料， 它会读不出数据，但这可以在很大程 度上通过将测力仪变宽变长的方法来弥补。测力仪中的流体（如汞或油）的使用 不仅会影响测力仪的可压缩性，而且会影响他们的温度敏感性。温度的变化将促 使流体对抗环境、相对刚性的测力仪金属和周围的混凝土， 并且会使测量的应力 产生变化。2.2 安装影响喷浆过程中，在测力仪周围无意形成的空隙会导致一个松软的测量环境， 这 就会使测量仪读不出数据。不正确安装的测量仪，旋转它往径向，有时也会导

54、致 读不出数据，这是因为径向应力一般比切向应力小 10%0事实上，实际安装时的 衬砌厚度也会影响应力测量的结果。2.3 安装后的影响因素如上所述，温度的变化将会导致实测应力变化。 早期喷浆中的收缩过程导致 应力记录的变化不取决于外部应力的变化。经常进行褶曲以确保测力仪正常嵌入 巷道内，可以提供一个明显的偏移测量应力。3数字模拟与物理实验和检测结果数字和物理模拟实验已进行，用来评估一些测力仪在实践中的性能， 并且将 这些性能用于一些其它测力仪的设计中去。3.1 数字模拟实验评估压力计流体的影响为了检验测力仪中流体对测力仪性能的影响，参照实验一一将两个圆形测力 仪以轴对称方式嵌入混凝土块中，使用有

55、限元包LUSAS进行测定。测力仪的几何结构和材料属性参照图如图1所示。160毫米直径的测力仪比许多目前正使用 的测力仪要大一点，而80毫米直径的要小一点，作者认为可能是 T/D比较大。 在第一个数字模拟实验中，通过应用一个恒定的外部轴向应力和不同的测力仪管 内应力，调查了测力仪流体体积弹性模量的影响。 体积弹性模量相当于通过整体 的测力仪管曲面位移计算每一个应力单元。 图2显示了应力变化因素体积弹性模 量的相当大的影响力，但同时还显示了当应用合理的几何形状时， 在用汞替代油 的情况下，应力单元变化情况仍和整体一致。无非力辆制侧方忙潦体首BClmtr芭1F，口 e而直径 I提ft的任冏应力uiu

56、uiuiuuuuuuwni碗土1m用巾并中把tffffrn憎6OObd材料E/MF&V小C柳土300000.250 003无张力钢210D00Q 260.0046图2测力仪流体体积弹性模量的影响因素3.2 物理模拟实验用来评估弦式汞应力测力仪性能的校准测试分为三个阶段：1）在第一阶段，通过对所有使用的测力仪进行一个空气压力试验来检查制造商校准过的测力仪。这个实验是在实验室中一个1米直径的空间中进行的。2）实验工作的第二阶段是研究测力仪在理想和能控制的条件下安装，到底 哪个能得出可靠的结果。这通过在实验室中构建的预制混凝土板中安装两个测力 仪来进行。3）最后一个阶段是调查切向测力仪在工作条件下的性能，以及研究如何通 过改变安装方法来改善测力仪的性能。这通过在处于工作条件下的巷道中形成的 混凝土板中安装切向测力仪来实现。用于实验的弦式汞测力仪都质优价廉，而且测量范围达到20兆帕（如图3） 所有的应力测量都通过制造商提供的温度修正来进行计算。校准实验的第二阶段是研究切向测力仪在理想和现实条件下的性能。在这个实验中，将两个测力仪嵌入拌好的混凝土板中，这个板高1.0米，宽1.0米，厚0.3米。两个测力仪被绑定到一个用钢筋加固的网格笼中，这个笼和希思罗机场 4号站隧道中所使用的是完全相同的。实验设置如图4所示，只是在第一组实验中使用了两个原装的测力仪。本文稍后会介绍，