毕业设计外文翻译 交通隧道在高烈度地震区洞口动态行为的探究.doc

DYNAMIC BEHAVIOR OF PORTAL PART OF TRAFFIC TUNNEL IN HIGH-INTENSITY EARTHQUAKE AREA交通隧道在高烈度地震区洞口动态行为的探究外文翻译专业名称：土木工程年级班级：道桥08-4班学生姓名：张 银指导教师：徐 平河南理工大学土木工程学院二一二年六月十一日DYNAMIC BEHAVIOR OF PORTAL PART OF TRAFFIC TUNNEL IN HIGH-INTENSITY EARTHQUAKE AREASHEN Yusheng1,2 ,GAO Bo2 ,WANG Zhengzheng2 ,WANG Yingxue21Postdoctoral Station of Mechanics, Southwest Jiaotong University, Chengdu 610031, China; email:. 2School of Civil Engineering,Southwest Jiaotong University, Chengdu 610031, China; Abstract: A large-scale shaking table test is accomplished on the dynamic response and failure modes of the tunnel. The result is that the largest dynamic response of tunnel structure appears at the side-wall and the shear or fracturing damage appears at the invert, which is basically the same damage state with tunnel engineering in 5.12 Wen Chuan earthquake. The internal force value of tunnel structure minish and the numbers of cracks reduce after the shock absorption layer is set up in model test, and optimize the stress state of tunnel. The surface cracks of tunnel model appear firstly at both spandrels and develop diagonally at the tunnel entrance. The cracks arise X-shape distribution on the surface of the model soil. There are a lot of circumferential cracks at tunnel portal under the condition of dynamic loads, and most of longitudinal cracks or oblique cracks can terminate when extending to the circumferential cracks. So that it is proposed that there should be designed more shock absorption seams in the vicinity of tunnel portal in order to be propitious to damping the earthquake energy. Key words: dynamic behavior, shaking table test, high-intensity earthquake area1 Introduction It is regrettable that the peoples lives and property have suffered great losses during 5 12 Wenchuan earthquake in Sichuan province. At the same time the civil transport engineering are damaged to some extent, including the tunnel engineering. Tunnel damage survey shows that the tunnel portal section is the most easily to destroy and is the most weak parts(Li,2006). Especially at the high-intensity earthquake area, the stability analysis of the tunnel entrance, portal and side slope will be focused on in the field of the anti-seismic technology research. The mechanical characteristic of tunnel lining is a considerably complex process, the grade of surrounding rock is various and there are a variety of non-linear features(Luo,2008). It is a effective way to research the tunnel anti-seismic characteristic by the shaking table test in the earthquake engineering field because the establishment of non-linear equations of motion and the numerical solution is still not perfect(Chen,2006; Gong,2002; Yang, 2003; Zhou, 2005). It is inevitable to encounter any problems that the tunnel projects could be possible to adopted in the vicinity of the fault or high-intensity earthquake area during the construction of the traffic engineering in Western China regions (in particular the South-West). The line from Yaan to Lugu highway is across the seismic faults several times (Xianshui River fault zone and Anning River fault zone) and the seismic fortification intensity is from degrees to degrees, in particularly degrees at local regions. The peak acceleration of ground motion is from 0.15g 0.4g, which parameters are the relative large in the current construction of the highway. In this paper, the dynamic characteristics of tunnel structure is analyzed at the mountain tunnel portal according to the actual engineering, thus the law of stress-strain and failure mode of the tunnel and surrounding rock are researched under the ground motion load, which provides an important reference for the design and construction of the highway tunnel in high-intensity earthquake area.2 Relying on engineering conditions and shaking table test device 2.1 Geological conditions Model test was accomplished in august 2007, based on certain tunnel project where there is through the region of seismic fortification intensity degrees and may be active faults in Ya-Lu highway. Based on drilling and surface survey, the tunnel stratum is mostly triassic systemJurassic system, silty mudstone, pelitic siltstone, quartz sandstone, carbargillite, Cenozoic overlying Holocene Quaternary cover. 2.2 Shaking table test The shaking table at the Traction Power State Key Laboratory is the main facility for experimental research into earthquake engineering at Southwest Jiaotong University. The model test adopts the bi-directional seismic shake table, which table size is 2.5 m by 2.5 m, the platform capable of carrying a maximum payload of 30t and the vibration mode is for X, Y two direction and four freedom degrees. The frequency range is 0.1 30 Hz, and the peak acceleration of X or Y direction is 1.0g respectively. It is driven horizontally and vertically by four 20kN servo actuators giving full control of motion of the platform in 4 DOF simultaneously. 3 Design of model test similar parameters Taking into account the model border effect, the width of the box model should be more than 6 times the tunnel width, thus the similar parameters are determined(geometry similar CL =30, Youngs modulus CE = 45, density C =1.5) and Shen (2008) described the rest of physical similar parameters. 3.1 Design of similar material for surrounding rock and secondary lining According to the similar relation and the physico-mechanical parameters of surrounding rock in situ, the similar material selected is consisted of flyash, river sand and oil after the orthogonal tests are repeated dozens of times. At last these similar material will be mixed according to a certain similar ratio.The secondary lining material selected is consisted of plaster, quartz sand, barite, water by a certain percentage of preparation, which mechanical parameters are shown in Table. 1. Table.1 Mechanical parameters of concrete similar materialparametersDesign valueTheory valueTest valueSimilitude relation (kN/m3)2516.717.0reasonableE(MPa)29.50.660.72reasonablec (MPa)26approximately4 Test measurement and scheme 4.1 Strain measurement of tunnel structureStrain gauges are firstly arranged for the tunnel site where the internal force and deformation of tunnel is maximal. The sensor wire should be firmly fixed at the surface of the model structure and fetched out from the certain position where the model displacement is lesser at that direction. The schematic diagram of measurement points are laid in Figure.1 in order to verify the dynamic response law of tunnel structure. Figure.1 Layout scheme of sensors Figure.2 Accelerations time-histories curve4.2 Test load -earthquake wave The earthquake waves adopted is the artificial wave that is synthesized by the Sichuan Seismological Bureau under the conditions of the site response spectrum synthesis in model test. The exceedance probability of earthquake waves is2% , the original peak acceleration is 0.67g, the hold time is about 20s in the part of strong shock, most of the earthquake waves Energy is less than 15s and is within 15Hz in the frequency (in Figure. 2). 4.3 Test scheme In Table.2, the case 2 and 3 are to study the effect of the shock absorption layer. The polyethylene material that is adopted to the shock absorption layer circumfuses the outside surface of the tunnel lining (the invert is not laid). Table.2 Test conditions of mountain tunnel modelnumbercaseremark1single-tunnel portalvalidating the anti-seismic characteristic of single-tunnel 2bi-tunnel portalbi-tunnel have not shock absorption measure3bi-tunnel portalsingle-tunnel has shock absorption measure5 Model test results and analysis 5.1 Strain response analysis of tunnel structure There are more than 30 strain gauges at the key positions, thus the strain response law of the tunnel lining is obtained by the strain gauges. In Figure.3, when the acceleration 0.4g(equivalent to degrees) is input from shaking table, the maximum strain amplitude value of the vault is 22 in the case 2, while the case 3 is for 6.5, thus the strain amplitude value is obviously decreased after the shock absorption measure is taken. The maximum strain amplitude value of the invert do not change because the shock absorption layer is not set at the right tunnel invert. So it is obvious for the damping effect that the shock absorption measures are taken for tunnel structure at the tunnel portal. a) Strain curve of vault in case 2. b) Strain curve of invert in case 2. c) Strain curve of vault in case 3. d) Strain curve of invert in case 3.Figure.3 Time-histories of strain at different points of right-tunnel( a=0.4g)The structural strain values recorded from various measuring points do not tend to be zero after the vibration is over, which phenomenon is mainly due to the rock and soil producing permanent deformation around the tunnel structure under the condition of the dynamic loading, so that the additional seismic strains occur on tunnel structure5.2 Patterns of damage of model test comparative analysis There are various cracks on the surface of the similitude material in both cases, but those cracks of tunnel model appear firstly on both spandrels and then develop diagonally. In Figure. 4a, the cracks arise X-shape distribution on the surface of the model soil and the model soil cracks of right tunnel are more than left tunnel at the surface of tunnel. There is a 45 angle between the direction of cracks and the tunnel longitudinal direction, the numbers of cracks in right tunnel close to the side of border are less than the other side and there appear a lot of run-through cracks on the surface of the model soil due to small distance of both tunnels. a) case2 (no shock absorption layer) b) case3 (shock absorption layer)Figure.4 Failure modes on the surface of tunnel model materialIn Figure. 4b, there is less cracks on the surface of model soil after the shock orption layer is set up at right tunnel, which weakens the interaction between the model soil and tunnel structure. It is obviously effect that a certain thickness shock absorption layer is designed at the mountain tunnel portal, at the same time it is proposed that the slope of tunnel portal should be reinforced in order to prevent the secondary disasters(such as landslide, slope instability, etc) due to earthquake.5.3 Contrast or analysis of failure modes in tunnel structure In Figure. 5, the tunnel structure appears a number of longitudinal cracks, diagonal cracks and shear cracks at the foot of side-wall with the increasing seismic loads, because the shock absorption layer is not designed at tunnel portal in case 2. But in case 3, the overall tunnel structure is not apparently damage, only are there less micro-cracks at local position of tunnel structure and the tunnel invert arises damage or destruction. When the stiffness of the tunnel portal structure is much larger than the strata stiffness, the surrounding rock displacement could have made underground structure forced deformation while happening earthquake, at the same time the earthquake inertia force obviously intensify at the tunnel portal, which results in tunnel structure to appear cracks. The model soil and model structure could be easily to appear shear or tensile destruction at tunnel portal under the action of both surrounding rock displacement and earthquake inertia force. a)Case2 (without shock absorption layer) b)Case3 (shock absorption layer)Figure.5 Failure modes of tunnel modelThere are a lot of circumferential cracks at tunnel portal, where the numbers of cracks are more than others position, as well as most of longitudinal cracks or diagonal cracks can terminate when extending to the circumferential cracks. So that it is proposed that there should be set up more shock absorption seams in the vicinity of tunnel portal in order to be propitious to damping the earthquake energy. Shaking table model test shows that the tunnel damage position concentrates on the tunnel portal, which damage state is the same with the tunnel engineering damage in “Sichuan 5.12 Wenchuan earthquake”. Zhe hu shan tunnel occurred several times landslide and structure destruction during the Wenchuan earthquake and its aftershocks, which bring greater traffic obstacles for the rescue and disaster relief under the common effects secondary disasters and damage of the tunnel structure itself at tunnel portal. 6 Conclusions Here we may draw the following conclusions. (1) According to the tunnel internal force changes and failure modes, the largest dynamic response of tunnel structure appears at the side-wall and the shear or fracturing damage appears at the invert, which damage state is basically the same with tunnel engineering damage in 5.12 Wen Chuan earthquake. So that this model test is reliable.(2) The internal force value of tunnel structure minish and the numbers of cracks reduce after the shock absorption layer is set up in model test, at the same time it can greatly reduce the earthquake destruction and optimize the stress state of tunnel. So it is provide a certain reference for the anti-seismic design and construction of mountain tunnel in high-intensity earthquake area. (3) The surface cracks of tunnel model appear firstly on both spandrels and develop diagonally in tunnel entrance. The cracks arise X-shape distribution on the surface of the model soil, at the same time it is proposed that the slope of tunnel portal should be reinforced in order to prevent the secondary disasters(such as landslide, slope instability, etc) due to earthquake(4) There are a lot of circumferential cracks at tunnel portal under the condition of dynamic loads, and most of longitudinal cracks or oblique cracks can terminate when extending to the circumferential cracks. So that it is proposed that there should be set up more shock absorption seams in the vicinity of tunnel portal in order to be propitious to damping the earthquake energy.Acknowledgements This study is funded by the Postdoctoral foundation of China (No.20080431267), the National Natural Science Foundation of China(No.50878187) and the Foundation of Southwest Jiaotong University(No. 2007B19)References Chen, G. X. (2006). A large-scale shaking table test for dynamic soil-metro tunnel interaction test scheme. Earthquake engineering and engineering vibration, 26(6):178 183. Gong, B. N. (2002). Experimental Research on Dynamic Interaction of Underground Structure and SoilJ. Journal of China Three Gorges Univ, (6):493496. Li, Y. S. (2006). Study on earthquake responses and vibration-absorption measures for mountain tunnel. Shanghai: Tongji University. Luo, D. L. (2008). Researchon Simulating Material of Surrounding Rock in Tunnel Seismic Model Experiment, Journalof Shijiazhuang Railway Institute (Natural Science), 21(3),7073. Shen,Y. S. (2008). Model test for a road tunnel in the region of high seismic intensity. Modern Tunneling Technology,05:38-43. Yang, L.D. (2003). Shaking table test on metro station structures in soft. Modern Tunnelling Technology, (1):711. Zhou, L.C. (2005). Shaking Table Tests for the Seismic Simulation of Underground Structure, Underground Space and Engineering,1(2):182187. 8Copyright ASCE 2009 Internationnal Conference on Transportation Engineer 2009(ICTE 2009)交通隧道在高烈度地震区洞口动态行为的探究申宇生1,2，高博2，王铮铮2，王映雪21力学博士后流动站, 西南交通大学，成都610031, 中国,邮箱：。2土木工程学院，西南交通大学，成都610031，中国。摘要：通过大型振动台试验完成隧道的动力响应和失效模式的探究。其结果是，最大动态响应出现在隧道结构侧壁和剪切或压裂损害位置，比如对国家与隧道工程造成重大损害的“5.12”汶川大地震。隧道结构内力值减小的数量和裂缝减少后减震层的关系是建立在模型试验的基础上，且可以优化到应力状态的。表面裂纹和斜裂缝首先在隧隧道入口处出现。裂缝出现“”形分布模型，有大量的环向裂纹在隧道入口条件下的动态负载，和大多数纵向裂缝或斜裂缝可以终止时，延伸到环向裂纹。因此，建议设计应更加注重隧道入口附近的减震缝设计，这有利于阻尼地震能量。关键词：动态特性，振动台试验，高烈度地震区1简介遗憾的是，发生在四川省的“5.12”汶川大地震让人民生命财产遭受巨大损失。同时，民用运输工程有一定程度的破坏，包括隧道工程。隧道病害调查表明，隧道洞口段是最容易破坏和是最薄弱部位。特别是在高烈度地震区，用于稳定性分析的隧道入口，入口侧坡的重点将是在该领域的抗震技术研究。机械特性衬砌是一个相当复杂的过程，隧道随着围岩分级的不同，有多种非线性特征。振动台试验研究隧道抗震性能是一个有效的方法。但是，在地震工程领域建立了非线性运动方程和数值的解决办法仍然是不完美的。隧道随时都可能遇到任何问题，这是不可避免的。隧道工程尤其是高烈度地震区的隧道在施工期间有可能遇到不可预知的交通工程故障，比如在中国西部地区（尤其是西南）。本线是从雅安到泸沽的高速公路，穿越地震断裂多次（鲜水河断裂带和安宁河断裂带）和抗震设防烈度的度度，特别是在局部地区度。地面运动峰值加速度是从0.4g 0.15 g，该参数是相对大的公路建设来选定。在本文中，通过探究动态隧道结构的特点，根据实际工程分析在山岭隧道洞口。应用应力-应变和破坏模式，研究隧道围岩下的地面运动负荷，它提供了在高烈度地震区建设的公路隧道一个重要的设计参考。2依托工程条件和振动台试验装置2.1地质条件本模型试验是始于2007年8月，探究通过抗震设防烈度度的地区和可活动断层公路的隧道工程。根据钻井和地面调查，隧道地层主要是侏罗系三叠系，粉砂质泥岩，泥质粉砂岩，石英砂岩，碳质页岩，新生代第四纪全新世盖覆。2.2振动台试验振动台的牵引动力来自于国家重点实验室的主要设施，位于地震工程西南交通大学。模型试验采用双向地震振动台，其台面尺寸为2.5米2.5米的平台，可携带最大有效载荷设备和振动模式，是双向和四自由度。频率范围是0.130赫兹，对峰值和加速度方向分别试验。同时，它是由水平和垂直方向的四个20 KN伺服驱动器充分控制运动平台的4自由度的。3设计的模型试验相似参数考虑到模型的边界效应，盒子的宽度模式应该是6倍以上的隧道的宽度，因此，类似的参数确定，并用来描述其他物理相似参数。3.1设计相似材料和围岩二次衬砌根据相似关系和围岩物理力学参数的原位，类似材料的选择是由粉煤灰，河砂和油经过正交试验重复数十次。最后，这些类似的材料将按照一定的比例混合。 二衬砌选定的材料是由石膏，石英砂，重晶石，水按一定比例配制，其力学参数见表1。表1混凝土相似材料的力学参数参数设计值理论价值测试值相似关系(kN/m3)2516.717.0合理的E(MPa)29.50.660.72合理的c (MPa)26近似的4测试测量方案4.1隧道结构的应变测量应变计首先检测隧道工地的内力和变形，找出隧道最大的位置。传感器应牢固地固定在模型结构的表面和并取出一定位置上的新型位移其大小及方向。示意图的测量点，隧道结构动力响应规律探究见图1。图1 传感器布局方案图 图2 加速度时程曲线4.2荷载检测-地震波