水利工程三峡水利枢纽工程外文翻译文献

三峡水利枢纽三峡水利枢纽(Three Gorges Hydro Projeot) 开发和治理长江的关键性骨干工程。

位于中国长江干流三峡中的西陵峡，坝址在湖北省宜昌市三斗坪，距三峡出口南津关38km，在已建的葛洲坝水利枢纽上游40km，是开发和治理长江的关键性骨干工程，具有防洪、发电、航运等巨大的综合效益，是当今世界上最大的水利枢纽工程。

简称三峡工程。

规划概要枢纽控制流域面积100万km2，占长江流域面积的56%。

坝址处多年平均流量14300m3/s，实测最大洪水流量71100m3/s，历史最大洪水流量105000m3/s，多年平均悬移质输沙量5.3亿t。

坝区地壳稳定，地震基本烈度为Ⅵ度。

坝址区河谷开阔，谷底宽约1000m，河床右侧有中堡岛，将长江分为大江和后河。

两岸谷坡平缓，冲沟发育，岩石风化层较厚。

坝址基岩为坚硬的前震旦纪闪云斜长花岗岩，强度高，断层不发育，裂隙规模较小，以陡倾角为主，微风化和新鲜岩体的透水性微弱。

坝址具备修建高坝的良好地质条件。

中国对兴建三峡水利工程的设想和探索由来已久。

早在20世纪初，孙中山先生曾提出开发三峡水力资源的设想。

1944年中国资源委员会与美国垦务局的萨凡奇，J.L.博士等协作进行了建坝方案的研究，提出了在南津关建坝的扬子江三峡计划初步报告。

中华人民共和国成立后，开展了三峡工程建设的前期工作，水利部长江水利委员会做了大量的勘测、科研和规划设计工作。

1986年原水利电力部组织各方面专家对三峡工程的可行性进行论证，认为三峡工程对长江中游防洪的作用不可代替，发电、航运效益巨大，移民及环境问题可以妥善解决，应早日兴建。

根据论证成果，水利部长江水利委员会于1989年提出三峡工程可行性研究报告，经国务院审查后，于1992年4月3日在第7届全国人大第5次会议上审议通过，将兴建长江三峡水利枢纽列入国民经济和社会发展十年规划。

三峡水利枢纽工程方案的要点是，合理选择枢纽工程规模和确定水库正常蓄水位。

英语外研 The Three Gorges Dam------------滚滚长江，泱泱中华。

毛泽东畅游长江时，挥毫留下了浪漫之作《水调歌头·游咏》，为我们描绘了“高峡出平湖，神女应无羌，当惊世界殊”的壮美图画。

而今，葛洲坝上游兴建的三峡工程将成为世界上最大的水力发电站，万吨巨轮可驶抵重庆，三峡景色将更加绚丽多姿。

The Yangtze River is home to one of the most beautiful natural scenes of China —the Three Gorges. But for generations, Chinese people have long dreamed of taming the Yangtze River for power generation and flood control. The river’s endless floods have brought destruction and death for centuries —1 million deaths in the 20th century alone.Nowadays, along the Yangtze River, the third longest river in the world, a great construction project, the Three Gorges Dam is in progress. Once completed, it will be the largest and most powerful hydro-electric project in the world. Towering 610 feet high and stretching 1.3 miles wide, the dam will create a reservoir that extends nearly 400 miles upstream thus changing the original landscape of this region.The project has been under discussion in China since the idea of the dam was first proposed in 1919. The Three Gorges Dam is both a marvel of engineering and the greatest challenge its designers have ever faced. The Three Gorges Dam has been engineered to store over 5 trillion gallons(加仑) of water and to withstand an earthquake of 7.0 on the Richter scale(里氏震级). The reservoir will allow 10,000-ton ships to enter the nation’s interior, which currently limits access to boats under 1,500 tons. In addition, the government says the dam will control terrifying floods and pro vide electrical power to China’s growing cities.Like China’s Great Wall, it will be one of the few manmade structures that can be seen from space. The Chinese government and the dam’s engineers think of the project as a symbol of national pride. In early 1999 Chinese Premier Zhu Rongji inspected the dam site. He told the engineers, "The responsibility on your shoulders is heavier than a mountain. Any care-lessness or negligence will bring disasters to our future generations."Sure enough, engineers do shoulder heavy responsibility. We hope in the near future we’ll see a new wonder they create for China.Open questions:1. What will the people benefit from the Three Gorges Dam?2. Is there any negative influence of the Three Gorges Dam?小字典tame v.驯服reservoir n.水库propose v.建议withstand v.抵挡negligence n.疏忽。

Placing and protecting fillFill shall be placed so that mo part of the final foundation surface remains exposed for more than 72 hours.Fill shall be placed in such methods as will prevent segregation of the material.Where the Contract requires the placing of different types of fill in separate zones,the Contractor shall carry out the work so as to prebent mixing of different types of fill.Shoud there be ,in the opinion of the Engineer, any excessive mixing of different types of fill , such mixed materials shall be removed to a spoil tip and replaced with fresh fill.Any undesirable material accumulated on the fill surface shall be removed before placeing the next layer of fill.No fill material shall be placed on a previous layer of that has dried out,become saturated or in any way deteriorated by exposure or by spilling of other material or disterbance by mechanical transport or by deposition of wind blown particles or by any other means. Before fresh fill material is placed aoo such deteriorated fill or foreign material shall be removed to a depth at which material of an acceptable standard is exposed. The surface of each layer is to be approved by the Engineer before the next layer is placed.Any fill shall be placed in uniform layers not greater than the approved thickness as specified hereafter and in an orderly sequence approximately horizontal along the centreline of the embankments.Except where specified of directed otherwise, no portion of any embankment shall be stepped more than 3 feet higher than any immediately adjacent portion except where permitted by the Engineer and the slope formed by such steps shall not exceed 1V:3H and not less than 1V:4H from one level to another.Except as shown on the Drawings or as otherwise directed, all fill placement surfaces shall be sloped at right angles to the centerline of the embankment in both the upstream and downstream direction from the downstream edge of the core so as to allow run-off and prevent the accumulation of water. The drainage slope on the temporary surface of anny zone shall not exceed 1 on 30 and the highest pointshall be de downstream edge of the core.Where,due to the specified geometry of the excavation into the top of the existing embankments, the surface slope is towards the downstream edge of the core, the Contractor shall take such measures an necessary to prevent erosion of fine material being washed into the filter zones downstream of the core. Any surface layer of filter material contaminated by such drainage or other cause shall be removed and replaced with fresh filter material before placing the next layer above.Construction of any one embankment shall be carried out over the maximum possible length,mo less than 1500 feet,of that embankment in such a manner that mo temporary construction slope crosses the axis of the embankment except as approved by the Engineer. Where a temporary constrction slope crossing the axis of the embankment is permitted by the Engineer it shall be formed at a gradient of 1V：5H. When subsequently placeing material against this slope it shall be cut back in steps equal to the layer thickness to avoid feather edges. The Contractor shall complete each layer of fill fully up to the abutment contacts and structures and against sloping foundations and ensure that the fill is compacted an specified throughout. The Contractor shall not allow the fill in those areas to lag behind or to get ahead of the normal fill placing operations and form feather edges, except where fill has been placed in advance to cover grouted surface.Where the Contractor is allowed to use either grvel fill and /or sandstone no intermixing of the two materials in a layer shall be allowed. The Constractor may place either of the materials in adjacent layers or sections of the embankment.The Constractor shall be responsible for protecting temporary fill surfaces against damage of erosion. At the end of each working day,or if it start to rain ,the surface of the fill shall be made smooth and compacted with a smooth drum roller with a drainage slope to induce runoff from the filled areas and leave no areas that can retain water. Where necessary, grips,drainage ditches and the like shall be formed to assist drainage and toprevent runoff from damaging placed material.Runoff from heavy rain shall be controlled to prevent gully erosion of the placed fill. Any gully erosion shall be repaired with material compacted in accordance with the Specification, and eroded surfaces shall be restored and graded to ensure a proper bond with new fill placed on them.Any eroded material other than gravel and any contaminated material shall be removed from the embankment and placed in designated spoil tips. In particular the Contractor shall ensure that no material is washed into filter or drain material.Where placing of the filter material of drain material is not continuous ,the Constractor shall protect such filter or drain materials by a 2 foot thick layer of course filter material or in such other manner approved by the Engineer,and the Contractor shall maintain the protective layer.The Contractor shall keep the work free from standing water to prevent damage to the fill material. When working below the surrounding level, the Contractor shall ensure that material from adjacent areas does not contaminate the fill material,and that runoff does not flow onto the fill.The Contractor shall arrange the timing and rate of placing fill material in sucn way that no part of the workes is over stressed,weakened or endangered. Any part of the fill that be comes saturated or attains excessive moisture content or that is rendered unsuitable due to poor surface drainage, uncontrolled traffic,or for any other reason, shall be excavated and removed to a spoil tip and replaced by fresh fill .If permitted by the Engineer, such fill may be scarified and re-compacted.Unless otherwise approved by the Engineer unrestrained edges of fill, whether for temporary or permanent slops, shall be overbuilt as necessary to allow full compaction to be achieved within defined limits of the fill. The excess material shall be trimmed and removed to leave a regular compacted surface.Slope exposed to view,including riprap and downstream protection slopes, shall be dressed to neatly appearing final surfaces matching the existing slopes.Temporary access ramps shall be removed when work in that area is completed. Any ramps or other areas within the limits of an embankment which, in the opinion of the Engineer have been over-compacted or damaged by the concentrated use by construction equipment,shall be reworked and re-compacted or,if the Engineer requires,shall be excavated, removed to spoil tip and replaced by the fresh fill.When necessary the surface of the layer of fine grained fill material(rolled clay,rolled silt Type A and B ,Rolled Sandstone Type A and B) shall be sprayed with water to prevent drying out and to maintain the correct uniform moisture content prior to placing the next layer.The Contractor shall ensure that a good bond is achieved between layers of filland unless otherwise directed, previously compacted layers of fine grain materials shall be harrowed, scarified or otherwise roughened to depth of at least 3 inches and made suitable for covering with future layer of fill.填料的填筑和保护大坝填筑的方式应做到：无论哪一部分的填料填筑后，最后的基础面暴露的时间不超过72小时。

水工建筑物，29卷，9号，1995旋涡隧道溢洪道。

液压操作条件M . A .戈蓝，B. zhivotovskii，我·诺维科娃，V . B .罗季奥诺夫，和NN罗萨娜娃隧道式溢洪道，广泛应用于中、高压液压工程。

因此研究这类溢洪道这是一个重要的和紧迫的任务，帮助在水工建筑中使用这些类型的溢洪道可以帮助制定最佳的和可靠的溢洪道结构。

有鉴于此，我们希望引起读者的注意，基本上是新的概念（即，在配置和操作条件），利用旋涡流溢洪道[1，2，3，4 ]。

一方面，这些类型的溢洪道可能大规模的耗散的动能的流动的尾段。

因此，流量稍涡旋式和轴向流经溢洪道的尾端，不会产生汽蚀损害。

另一方面，在危险的影响下，高流量的流线型面下降超过长度时，最初的尾水管增加的压力在墙上所造成的离心力的影响。

一些结构性的研究隧道溢洪道液压等工程rogunskii，泰瑞，tel'mamskii，和tupolangskii液压工程的基础上存在的不同的经营原则现在已经完成了。

这些结构可能是分为以下基本组：-涡旋式（或所谓的single-vortex型）与光滑溢洪道水流的消能在隧道的长度时的研究的直径和高度的隧道；参看。

图1），而横截面的隧道是圆或近圆其整个长度。

涡旋式溢洪道-与越来越大的能量耗散的旋涡流在较短的长度- <（60——80）高温非圆断面导流洞（马蹄形，方形，三角形），连接到涡室或通过一个耗能（扩大）室（图2）[ 5，6 ]或手段顺利过渡断[ 7]；-溢洪道两根或更多互动旋涡流动耗能放电室[ 8 ]或特殊耗能器，被称为“counter-vortex耗能”[ 2，4 ]。

终端部分尾水洞涡流溢洪道可以构造的形式，一个挑斗，消力池，或特殊结构取决于流量的出口从隧道和条件的下游航道。

液压系统用于的流量的尾管可能涉及可以使用overflowtype或自由落体式结构。

涡旋式溢洪道光滑或加速[ 7 ]能量耗散的整个长度的水管道是最简单和最有前途的各类液压结构。

关于国三峡电力工程的英文新闻Three Gorges Dam: A Landmark in China's Power GenerationThe Three Gorges Dam is an extraordinary feat of engineering that has become an iconic symbol of China's prowess in the field of power generation. Located on the Yangtze River, the world's third longest river, this colossal project stands as the largest hydroelectric power station in the world, playing a significant role in the realm of renewable energy. With its completion in 2012, the Three Gorges Dam has not only contributed to China's energy security but also brought about notable socio-economic and environmental changes.The construction of the Three Gorges Dam began in 1994 and was completed after 18 years of relentless effort. The project involved the building of a dam and a hydroelectric power station, harnessing the immense power of the Yangtze River. To accommodate its mammoth size, a 2.3-kilometer long and 185-meter tall dam was built with over 70 million cubic meters of concrete, which alone stands as a magnificent engineering achievement. The hydropower plant, equipped with 32 turbines, has a combined installed capacity of 22.5 gigawatts, generating an average annual output of 100 billion kilowatt-hours. This colossal facility not only meets the growing energy demand of China but also significantly reduces the nation's reliance on coal, thus curbing carbon emissions and combating climate change.The Three Gorges Dam has immensely benefited China's socio-economic development. Through its high energy capacity, it has provided a stable and reliable power supply to meet the ever-increasing demand fromthe rapidly growing industrial and residential sectors. This uninterrupted power supply has been instrumental in bolstering economic growth, attracting foreign investments, and improving living standards. Moreover, the project has created numerous employment opportunities during both its construction and operation phases, leading to a boost in local economies and enhancing the livelihoods of those residing in the surrounding areas. The dam has also facilitated the navigation of larger cargo ships along the Yangtze River, thereby supporting trade and transportation, and fostering regional integration.Aside from the socio-economic benefits, the Three Gorges Dam has had a transformative impact on the environment. By replacing traditional coal-fired power plants, it has reduced China's reliance on fossil fuels, resulting in a substantial decline in greenhouse gas emissions. The dam has also played a pivotal role in flood control, mitigating the devastating effects of frequent Yangtze River floods. Its massive reservoir has the capacity to hold 39.3 billion cubic meters of water, effectively reducing downstream flood peaks and protecting millions of people who live along the river. Furthermore, the dam has facilitated the regulation of water levels, ensuring a continuous supply of water for domestic, agricultural, and industrial purposes.Despite its remarkable achievements, the Three Gorges Dam has not been without its share of controversies. The project involved the resettlement of over 1.3 million people, leading to the displacement of numerous communities and the loss of cultural heritage sites. Additionally, the dam has caused the submergence of vast areas of fertile agricultural land and triggered ecological changes in the surrounding ecosystems. Concerns have also been raised about the dam's impact on sedimentation downstream,affecting the river's ecology and potentially exacerbating erosion and riverbank instability.Nevertheless, the Three Gorges Dam represents a groundbreaking landmark in China's pursuit of sustainable energy generation. Its immense power-generating capacity, economic contributions, and environmental benefits cannot be disregarded. As China continues to prioritize clean and renewable energy sources, the Three Gorges Dam stands as a testament to the nation's commitment to creating a greener and more sustainable future.In conclusion, the Three Gorges Dam is a remarkable testament to China's engineering prowess and commitment to renewable energy. This colossal undertaking has not only provided a significant boost to China's power generation capacity but has also contributed to economic growth and environmental sustainability. While controversies surrounding the project persist, it is undeniable that the Three Gorges Dam remains a remarkable achievement that will be remembered for generations to come.。

毕业设计（论文）外文文献翻译文献、资料中文题目：标准闸门的底流文献、资料英文题目：文献、资料来源：文献、资料发表（出版）日期：院（部）：专业：班级：姓名：学号：指导教师：翻译日期： 2017.02.14外文原文Experiments in Fluids 27 (1999) 339—350 Springer-Verlag 1999Underflow of standard sluice gateA.Roth, W. H. Hager1. IntroductionGates are a hydraulic structure that allows regulation of an upstream water elevation. Among a wide number of gate designs, the so-called standard gate with a vertical gate structure containing a standard crest positioned in an almost horizontal smooth rectangular channel has particular significance in low head applications. Surface roughness of both the channel and the gate is small and thus insignificant. Standard gates are used both in laboratories and in irrigation channels, large sewers or in hydraulic structures. Compared to overflow structures, or in particular to the sharp-crested weir, standard gates have received scarce attention. The knowledge is particularly poor regarding the basic hydraulics, whereas studies relating to vibration of these gates are available. The present project describes new findings on standard gate flow, involving: (1) Scale effects; (2) Coefficient of discharge; (3) Surface Ridge; (4) Features of shock waves; (5) Velocity field; (6) Bottom and gate pressure distributions; (7) Corner vortices; and (8) Vortex intensities. A novel device to reduce shock waves in the downstream channel is also proposed.2. Present knowledgeThe present knowledge on gates was recently summarized by Lewin (1995). There is a short chapter on vertical gates containing some information on discharge and contraction coefficients,with a relatively large scatter of data. This reflects the present state, and gate flow is far from being understood from this point of view, therefore. Historical studies on underflow gates are available, and it is currently a common belief that the discharge character is tics of vertical gates have been detailed in the past century. This is definitelynot the case, because of the accuracy of discharge measurement, and the small hydraulic models often used. Well known approaches include those of Boileau (1848), Bor-nemann (1871, 1880), containing summaries of the experiments of Lesbros et al. Haberstroh (1890), Gibson (1920),Hurst and Watt (1925), Keutner (1932, 1935), Fawer (1937),Escande(1938), Gentilini(1941), and Smetana(1948). In these historical experimental studies, the exact geometrical configurations are often poorly specified, and the data are not always available. Details of gate fixation are also not described. The first modern study relating to free gate flow was conducted by Rajaratnam and Subramanya (1967). The coefficient of discharge was related to the difference of flow depths in the up- and downstream sections hCa, where o c h approach flow depth, coefficient of contraction and o c agate opening. According to observations for both free and submerged flow C is exclusively a function of the relative gated opening a/h , and C increases slightly as a/h increases,o d o starting from C0.595. The effect of skin friction was stated d to be there as on for deviations between computations based on the potential flow theory and observations. Rajaratnam (1977) conducted a second study on vertical gates in a rectangular channel 311mm wide, with gate openings between 26 and 101 mm. The axial free surface profile downstream of the gate section was shown to be self-similar. Nout sopoulos and Fanariotis (1978) pointed at the significant scatter of data relating to both coefficients of contraction and discharge. The deviations between observations and theory were attributed to the spatial flow characteristics, and the channels too small often used in laboratories. Nago(1978) made observation sina400 mm wide rectangular channel with a gate opening of 60 mm. C was found to decrease with increasing relative gate opening, from 0.595 for a/h 0 to 0.52 for a/h0.50.o o.Rajarat namand Humphries (1982) considered the free flow characteristics upstream of a vertical gate, as an addition to previous studies. The channel used was 311mm wide, and gate openings were a25 and 50 mm. Their data refer to the up streamrecirculation zone, the bottom pressure distribution, and the velocity field. Montes (1997) furnished a solution for the 2D outflow using conformal mapping, compared the coefficient of contraction with experiments, and identified deviations due to viscosity effects. The surface profiles up and downstream rom the gate section were studied, exclusively in terms of gate opening. Energy losses across a gate were related to the boundary layer development and the spatial flow features upstream from the gate. The pur- pose of this paper is to clarify several points of standard gate flow, including the discharge coefficient, the ridge position, the velocity and pressure distributions, and the shock wave development that was not at all considered up till now. These results may attract and guide numerical modelers of flow. Their results and approaches have not been reviewed here.3 ExperimentsThe experiments were conducted in a 500 mm wide and 7 m long horizontal and rectangular channel. The width of the approach channel was also reduced to b245 and 350mm.The right hand side wall and the channel bottom were coated with PVC, and the left hand side was of glass to allow for visualization. To improve the approach flow conditions, screens were inserted and surface waves were adequately reduced. The approach flow was thus without flow concentrations, smooth and always in the turbulent smooth regime. The discharge was measured with a V-notch weir located down-stream of the channel, to within $1% or $0.1 ls1,whichever was larger. An aluminum gate 499mm wide, 600mm high and 10 mm thick was used, of which the crest was of standard geometry, i.e. 2mm thick with a 45° bevel on the downstream side. The gate could be mounted with variable openings from the channel bottom. No gate slots were provided and water tightness was assured with a conventional tape. Only free gate flow was considered. The gate opening was varied from a10—120mm. Prefabricated elements of a specified height ($0.1 mm) were slid below the gate, and removed after the gate was positioned. Thisprocedure was found to be accurate compared to the opening measurement of a positioned gate. Free surface profiles were measured with a point gage of $0.5 mm reading accuracy. Due to free surface turbulence, flow depths could be read only to the nearest mm. For the shock waves described below, turbulence effects were larger, and the reading accuracy was within $2 mm. The reading position was determined with a meter along the channel; to within $5 mm. Velocities were measured with a miniature propeller meter of 8 mm internal diameter to within $5%. In addition, particle image velocimetry (PIV) was used to determine the velocity field in the vicinity of the gate section. Pressure heads on the channel bottom and on the standard gate were measuredwithamanometer, towithin$2 mm. The diameter of the pressure tapings was 1mm.The experimental program aimed at analyzing the effects of scale, the free surface profile, the development of corner eddies, the determination and reduction of shock waves, and the velocity and pressure characteristics in the gate vicinity. These items are discussed in the following.中文翻译标准闸门的底流达·罗斯，W·H·海格流体实验27 （1999）339-350 施普林格出版社 1999年1．导言闸门是一种可以控制上游水位高程的的水工建筑物。

混凝土重力坝中英文资料外文翻译文献混凝土重力坝基础流体力学行为分析摘要：一个在新的和现有的混凝土重力坝的滑动稳定性评价的关键要求是对孔隙压力和基础关节和剪切强度不连续分布的预测。

本文列出评价建立在岩石节理上的混凝土重力坝流体力学行为的方法。

该方法包括通过水库典型周期建立一个观察大坝行为的数据库，并用离散元法（DEM）数值模式模拟该行为。

一旦模型进行验证，包括岩性主要参数的变化，地应力，和联合几何共同的特点都要纳入分析。

斯威土地，Albigna 大坝坐落在花岗岩上，进行了一个典型的水库周期的特定地点的模拟，来评估岩基上的水流体系的性质和评价滑动面相对于其他大坝岩界面的发展的潜力。

目前大坝基础内的各种不同几何的岩石的滑动因素，是用德国马克也评价模型与常规的分析方法的。

裂纹扩展模式和相应扬压力和抗滑安全系数的估计沿坝岩接口与数字高程模型进行了比较得出，由目前在工程实践中使用的简化程序。

结果发现，在岩石节理，估计裂缝发展后的基础隆起从目前所得到的设计准则过于保守以及导致的安全性过低，不符合观察到的行为因素。

关键词：流体力学，岩石节理，流量，水库设计。

简介：评估抗滑混凝土重力坝的安全要求的理解是，岩基和他们上面的结构是一个互动的系统，其行为是通过具体的材料和岩石基础的力学性能和液压控制。

大约一个世纪前，Boozy大坝的失败提示工程师开始考虑由内部产生渗漏大坝坝基系统的扬压力的影响，并探讨如何尽量减少其影响。

今天，随着现代计算资源和更多的先例，确定沿断面孔隙压力分布，以及评估相关的压力和评估安全系数仍然是最具挑战性的。

我们认为，观察和监测以及映射对大型水坝的行为和充分的仪表可以是我们更好地理解在混凝土重力坝基础上的缝张开度，裂纹扩展，和孔隙压力的发展。

图.1流体力学行为：（一）机械;（二）液压。

本文介绍了在过去20个来自Albigna大坝，瑞士，多年收集的水库运行周期行为的代表的监测数据，描述了一系列的数值分析结果及评估了其基础流体力学行为。

思考：suggest 与 advise区别：
suggest/advise n./doing sth. suggest/advise that sb. (should) do advise sb. to do suggest sb./sb’s doing sth.
carving
Check the meaning of these words.
date v．___________________ 始于… 例句：①此城堡建造于古罗马时代。 The castle dates back to the ancient Roman days. _____________________________ ② 这个小镇可以追溯到维多利亚时代。 This town dates back to Victoria times. __________________________ 拓展：①date of birth 出生日期 ②date from= date back to追溯到… ③out of date过时 ④up to date 现代的 ⑤set a date for为..定日子 注 意 ： date from/date back to 作 谓 语 时 ， 无 我参观了一座追溯到明朝的庙。 __________, 常用 _________ 时态。作定语或状语 I visited a temple dating from the Ming 被动语态 一般现在 时，常用______________ 形式。 Dynasty. 现在分词
3.The power station provides _______us with electricity.
n. doing sth suggest that 从句 + (should) do 建议 疑问词 + to do 1. 医生建议彻底休息。 The doctor suggested a complete rest. 2. 他提议下一步干什么了吗？ Did he suggest what to do next?

描写三峡大坝英语作文（通用5篇）描写三峡大坝英语篇1The environmental impact of the Three Gorges Project pros and consthe ecological balance in the regulation of the advantages outweigh the disadvantages.The Group noted that the Three Gorges Project Demonstration:beneficial effects mainly in the middleincluding reducing flood damage to the ecological environmentreduce coal pollution of the environmentreduce siltation of Dongting Lake and so on.Adverse effects mainly in the reservoir areain addition to farmland inundatedchanging landscapes and large number of immigrantsthe Shang Duizhen rare speciesTail floodslandslidesearthquakesand so on terrestrial plants and animals have a certain influence.描写三峡大坝英语作文篇2Th e Three Gorges are situated ① in the middle reaches of the Yangtze Riverand are famous throughout the world.The Three Gorges are:the Xiling Gorge(西陵峡)Wu Gorge(巫峡)and Qutang Gorge(瞿塘峡).Along with them there are a number of beautiful places of interestsuch asZhaojun VillageQu Yuan Temple and Baidi Town.The Gezhouba Dam is at the entrance to the Gorges.A big power station has been built here.Since the reform and open policies began to be carried outgreat changes have taken place and the Three Gorges of the Yangtze River have taken on a new look.At present a large multipurpose water conservancy project ② is under construction.The Three Gorges will benefit ③ the people more and make greater contributions to China.描写三峡大坝英语作文篇3The three gorges dam is located in China's hunan provincethe whole project is expected to completion in 20__.The flood control and power generation function with the dam.The Yangtze river in the same period a year is always flooding.Destroyed crops and homeseven claimed many lives.Because the surface of the lakethe dam will rise by more than 100 metersand need immigrants millionsthe three gorges region of the many places of interest will be submerged.描写三峡大坝英语作文篇4As with many dams there is a debate over costs and benefits. Although there are economic benefits such as flood control clean hydroelectricity and navigation there are also concerns about the relocation of people siltation loss of archaeological and cultural sites and the impact on regional ecosystemWhile the country benefits from gargantuan potential of electricity generation we have to face up to various environmental conservation issues concerning geological and ecological environment along both river sides and whole upper reaches. The professional designers of the great dam now have to work out a practical way to prevent and remedy pollution effectively which has already been the focus of world attention. 描写三峡大坝英语作文篇5大家好!欢迎您到三峡大坝参观游览!下面我将通过介绍，使大家对工程有一个较为全面的了解。

修建三峡大坝的意见Views of the construction of the thre e Gorges Dam三峡之利：最主要是集中在防洪、发电和航运方面，还对环境、南水北调、养殖等多方面具有很大的益处。

Advantage of the Three Gorges Dam: Most mainly is concentrates in the flood prevention, the electricity generation and the shippi ng aspect, but also to the environment, the northward rerouting of southern river, the cultivation and so on has the very big profi t variously.三峡工程，其它方面都还是可以替代的，唯独防洪不可替代的，三峡工程部修建的话，在洪水控制方面我们没有有效的手段，江汉地区人与自然无法做到和谐相处。

The Three Gorges Project, other aspects all may substitute, the o nly flood prevention cannot be substituted, the Three Gorges Proj ect does not construct the speech, we does not have the effectiv e method in the flood control aspect, the Jianghan area person a nd the nature is unable to achieve is together harmoniously.)三峡建坝后，滔滔江水为三峡水电站做功，发电，并为三峡至葛洲坝区间的航运梯级进行反调节，再为葛洲坝水电站做功发电，它是未来全国各大电网联网中心。

外文资料China's hydroelectric power the current situation and prospectsAbstract: The electricity is a modern industrial production and the life of an essential driving force for energy, hydroelectric power industry is a category. The founding of the past 50 years, China's hydropower industry has developed by leaps and bounds, has made remarkable achievements. The rise of hydropower in China there is a profound background.Key words: Hydro-electric power Status ProspectsFirst, China has a large-scale utilization of water resources and the need for the conditions. China's abundant hydropower resources, whether they are reserves of hydropower resources, or the possible development of hydropower resources in the countries in the world in the first rank. But China's energy utilization rate is only 13 percent, hydropower prospects are bright. As China's rapid economic growth, total energy consumption is also up sharply, coal, oil and gas these conventional energy consumption growing, or even need to rely on imports. It is estimated that by 2010 China's need to import about 100 million t of oil, and its dependence on imports will reach 40 percent or even higher. In such a situation, the development of new energy was particularly important and urgent. The water is a renewable and new energy, an inexhaustible supply of it.Second, the development of hydropower is also the need for environmental protection. Conventional power generation, coal combustion emissions in the course of a large number of hazardous substances so that the atmospheric environment is seriously contaminated, and acid rain caused "greenhouse effect", and many other environmental problems. And nuclear power generation have great potential risk, once the pollution caused by leakage, damage to the environment is immeasurable role. Hydro-electric power is not emissions of harmful gases,dust and ash, and no nuclear radiation pollution, is a clean power production, has obvious advantages.Third, hydro-electric power after more than a century of development, construction technology, manufacturing technology and hydro-generator groups in the transmission technology improved, stand-alone capacity has been increased. And low-cost hydro-electric power, running the high reliability, the extremely rapid development.1 Overview of China's hydropower resourcesChina's many rivers, rich runoff, huge gap, contains abundant hydropower resources. According to statistics, China's river water resources reserves 676 million kw, the generating capacity of 592.2 billion kwh; possible development of hydropower resources of the installed capacity of 378 million kw, the generating capacity of 920 billion kwh.Due to climate and topographical factors such as topography of the impact of China's hydropower resources in different regions and different distribution is very uneven Basin; China's hydropower resources of the river is a prominent characteristic of the steep river, the huge gap, originated the "roof of the world" Qinghai-Tibet Plateau of the Yangtze River, Yellow River and Yarlung Zangbo River, Lancang River, Nujiang River, the natural differences are about as high as 5000 m, forming a series of the world's largest rivers divide, which is not found in other countries. Full understanding of the characteristics of China's hydropower resources can be in the development process in light of local conditions, reasonably full use of hydropower resources.2 status quo of China's hydropower developmentA century, particularly since 1949, after several generations of hydropower builders of hard work, China's hydropower construction from small to large and from weak to strong continue to grow and develop. Since reform and opening up, utilities are building more rapid development of projects have been expanding. 1950s to the early 1960s, mainly repairing the dam and power station fullness, Dragon River. Gutian, and other minor works, initiated the development of small and medium hydropower (such as 114-8508, the Huaihe River, Huangtankou, Liuxihe, such as power stations). In the late 1950s in terms gradually mature, a number of rivers cascade development, such as Shizitan, salt Yanguoxia, Tuo River,Xinfengjiang, Xin'anjiang, the West-and cat jumping into a river to river at the works. The mid-1960s to the late 1970s during the period has started Gongzui, Yingxiuwan, Wujiangdu, Bikou, Fung Beach, Longyangxia, Baishan, Dahua and other projects. The early 1970s first 1000 MW installed capacity of the Liujiaxia Hydropower Station production. 2715 MW capacity of the 1980s the completion of the Gezhouba Hydropower Station, after a series of big hydropower stations have been building, 18200 MW capacity of the Three Gorges Project has started in 1994 and by the end of 2000, the 1000 MW larger than the largest hydropower station (not including Storage Power Station) has 18.In addition to conventional hydropower station, China's pumped-storage power station building has made great achievements. Pumped Storage Power Station was built in the main hydraulic fewer resources, to meet the needs of the power system peak load regulation. The construction of the main Pumped Storage Power Station are as follows:Guangzhou Pumped Storage Power Station to the total capacity of 2.4 million kw, is the first Block is currently the world's largest pumped-storage power station. Power station construction in two phases with a total capacity of eight, each lasting four and a capacity of 300,000 kw reversible high parameters of pumped storage units, the design of head 535 m, rated speed 500 r / min, comprehensive efficiency of 76 percent.Jiang Tianhuangping Pumped Storage Power Station, a total installed capacity of 1.8 million kw, a regulation on pure pumped storage power station, power consumption, pumping 4.28 billion kwh. North China Power Grid's largest pumped-storage power plant Ming Tombs Pumped Storage Power Station, "the Ming Tombs Reservoir" for the next pool, using plastic concrete cutoff wall hanging seepage control technology, power plants to install four 200,000 kw Francis River inverse-turbine pumps, an electric generating units, the installed capacity of 800,000 kw.Hebei Panjiakou hybrid pumped-storage power station, equipped with a conventional Taiwan 150,000 kw hydro-generator group, there are three pumped-storage units, each of 90,000 kw, total installed capacity of 420,000 kw.In addition, China's construction in Tibet also has the world's highest Pumped Storage Power Station Yangzhuoyong Lake pumped-storage power station. Pumped Storage PowerStation is also available in other Baoquan pumped storage power plant in Henan, Anhui Langyashan Pumped Storage Power Station, Shandong Taian Pumped Storage Power Station, Tongbai Pumped Storage Power Station in Zhejiang, Yixing in Jiangsu Pumped Storage Power Station, Hebei Zhang Nihewan Pumped Storage Power Station.3 China's hydropower development problems facing theChina's hydropower industry in nation-building after a considerable development, but there are still many problems. For example, the Ertan Hydropower Station in Sichuan Province since 1949 is the most intensive investment, the largest engineering, technical difficulty of the highest building projects, but an operation on the face of the enormous waste of resources and enterprises to huge losses this embarrassing position. The situation prevailing in China's hydropower station. The reasons were mainly the following points.First, the management system, a high degree of monopoly power industry system hindered the development of hydropower. China's Ministry of Water Resources and Ministry of Water and Power and management, and water conservancy and hydroelectric power is the power of the integrated projects, but the Ministry and its subordinate electric power throughout the production and scheduling system none of the staff from thermal power systems, power industry from nature Or that a high degree of monopoly industries, enterprises full control of a single power scheduling, power distribution, electricity sales, electricity billing and other powers. At the same time the electricity market in the period of relative surplus of hydroelectric power, thermal power contradiction between the very sharp and in China under the present circumstances, the priority use of hydropower resources can not be guaranteed, a large number of hydropower resources have been wasted. Hydropower and the Internet generally low tariffs, we can imagine the state of hydropower stations. Opening up the electricity market, breaking the monopoly of the power industry system, water and electricity problem is to solve the fundamental way. At the same time, the Internet tariff for water and electricity reform, "debt service tariff" that electricity tariff structure to a single bi-use electricity price of the electricity tariff structure.Secondly, in the current economic interests, the number of thermal power production, with the size of the economic benefits are directly related to mine. China's long-term mainly to thermal power, thermal power plants with their long-established fixed in a coal mine, if weuse water and electricity to replace thermal power, thermal power plants will face not only the pressure, coal will face great pressure, resulting in thermal power plants and coal mines Two aspects of the economic difficulties. Therefore, departments or units by the economic interests of the drive to form a "protective thermal power and hydropower light" situation, and this caused a lot of hydropower resources have been wasted, and even disposable loss of electricity consumption significantly higher than the actual Internet.Third, technically, since the peak shaving or water and electricity load rejection is relatively easy, even a few minutes to complete the start-up of large hydropower generating units and electricity networks, or stopping, and at the same level of capacity thermal power unit may need a few 10 hours to complete the start or stop. Therefore, in the scheduling grid, the hydropower generating units are often used to peak shaving or backup units, in sufficient water to flood when the power generation, but its importance in the era of conventional power generation applications, resulting in the huge waste of water and electricity.In short, the cause of China's water and electricity problems faced by people in the final analysis is ideologically not aware of the need for the development of hydropower and urgency of water and electricity often because there are one-time investment objective, long construction period, less completed early return The characteristics, and only on the immediate economic interests, water and electricity to the development of multiple objective of the resistance. Therefore, we should vigorously promote the development of hydropower in China is by the great significance of changing the concept of water and electricity, essentially wiping out all kinds of obstacles.4 China's hydropower development prospectsWith the deepening of reform and national economic development, China's electricity market situation has undergone fundamental changes from the previous power and capacity of the "double vacancy" into a relative surplus of electricity and peak shaving a serious shortage of capacity, to the development of hydropower A good opportunity.4.l general principleNow and in the future some time, China's hydropower development should be the main priority and good regulation of hydropower stations and power industry from all socio-economic development point of view and consider comprehensive study on hydropower development and strength and to prevent waste; reasonable evaluation Pumped Storage Utility economic benefits, fully aware of the pumped-storage power station filled valley, peak shaving, FM, PM, incidents such as back-up role in the importance of coordinated development in the eastern part of the pumped-storage power station; further strengthen water and electricity "basins, Cascade, and rolling, comprehensive "way of development; pay more attention to ecological problems.4.2 ladder to development and construction of hydropower baseChina's hydropower resources are mainly located in the western region, accounting for more than three quarters, but the current development rate of eight percent. Especially Yunnan Province, the province's total installed hydropower capacity can be developed about 90 million kw, the country's total installed capacity of hydropower development can be 23.8 percent, ranking the second in the provincial water resources are mainly located in the Jinsha River, Lancang River, Nujiang River, Pearl River, Red River and the Irrawaddy, such as Jiang's six major river systems, in western China is the most potential for hydropower development of the main provinces. However, Yunnan Province's industrial base is relatively backward, electricity and water resources are mainly located in the inconvenience of cross mountains, the development more difficult. With the great western development strategy for the implementation of the West, East project will lose the activation of the rich hydropower resources, and promote the cause of China's hydropower development. Yunnan Province to play the regional advantages, to build China's hydropower energy base, and the West, East lose, both local economic development to meet the demand for electricity, but also optimize the country's energy structure.At present, Chuan Xinan than the total installed capacity of the Three Gorges Power Station is also a 600,000 kw of the Xiluodu and Xiangjiaba hydropower station two giant project formally approved by the State Council, which will be China's largest hydropower base. Luobo River Power Station in Leibo County in Sichuan Province and Yongshan County in Yunnan Province at the junction of the design capacity of 12.6 million kw, the average annual generating capacity of 57.12 billion kwh; Xiangjiaba Hydropower Station located in Yibin County, Sichuan Province and Yunnan Province Fuxian water at the junction, thecapacity of 6 million kw, the average annual generating capacity of 30.7 billion kwh. That the construction of two power stations with a strong ability to adjust, less farmland inundated, immigration and other less one of the advantages of large-scale hydropower stations. The two giant hydropower station project marks the official start of China's large-scale development of hydropower resources of the upper reaches of the Yangtze River, the upper reaches of the Yangtze River hydropower resources development will greatly improve China's power structure, lay the West, the East lost the general pattern of nationwide The energy balance and optimize the allocation.4.3 continue to attach importance to the development of small hydropowerChina's small hydropower resources are very rich reserves of around 150 million kw, to develop capacity is about more than 70 million kw, in the corresponding generation of about 200 billion - 250 billion kwh. Small Hydropower in addition to large-sized hydropower is not the atmospheric pollution, the use of renewable energy without the worry of energy depletion, low-cost advantages of its resources, He scattered on the negative impact on the ecological environment, the technology is mature, less investment, easy to build, Therefore suitable for the rural and mountainous areas, especially rural and mountainous areas in developing countries.China, as developing countries, small hydropower construction has made great achievements, to the end of 1997, China's total installed capacity of small hydropower has reached 20.52 million kw, the generating capacity of 68.3 billion kwh. Small hydropower construction in most cases can be the local building materials to absorb the local labor force building, thereby reducing construction costs, and easier to standardize their equipment, can reduce the cost and shorten the construction period, no complicated expensive technology is conducive to China's economic underdevelopment in the mountains and Achieving rural electrification, which should continue to attach importance to its development and construction.中国水利发电的现状和前景摘要：电力是现代化工业生产和生活不可或缺的动力能量，水力发电是电力工业的一个门类。

毕业设计（论文）外文文献翻译文献、资料中文题目：土石坝的评估和修复文献、资料英文题目：文献、资料来源：文献、资料发表（出版）日期：院（部）：专业：班级：姓名：学号：指导教师：翻译日期： 2017.02.14附录一外文翻译英文原文Assessment and Rehabilitation of Embankment DamsNasim Uddin, P.E., M.ASCE1Abstract:A series of observations, studies, and analyses to be made in the field and in the office are presented to gain a proper understanding of how an embankment dam fits into its geologic setting and how it interacts with the presence of the reservoir it impounds. It is intended to provide an introduction to the engineering challenges of assessment and rehabilitation of embankments, with particular reference to a Croton Dam embankment.DOI: 10.1061/(ASCE)0887-3828(2002)16:4(176)CE Database keywords: Rehabilitation; Dams, embankment; Assessment.IntroductionMany major facilities, hydraulic or otherwise, have become very old and badly deteriorated; more and more owners are coming to realize that the cost of restoring their facilities is taking up a significant fraction of their operating budgets. Rehabilitation is, therefore, becoming a major growth industry for the future. In embankment dam engineering, neither the foundation nor the fills arepremanufactured to standards or codes, and their performance correspondingly is never 100% predictable. Dam engineering—in particular, that related to earth structures—has evolved on many fronts and continues to do so, particularly in the context of the economical use of resources and the determination of acceptable levels of risk. Because of this, therefore, there remains a wide variety of opinion and practice among engineers working in the field. Many aspects of designing and constructing dams will probably always fall within that group of engineering problems for which there are no universally accepted or uniquely correct procedures.In spite of advances in related technologies, however, it is likely that the building of embankments and therefore their maintenance, monitoring, and assessment will remain an empirical process. It is, therefore, difficult to conceive of a set of rigorous assessment procedures for existing dams, if there are no design codes. Many agencies (the U.S. Army Corps of Engineers, USBR, Tennessee Valley Authority, FERC, etc.) have developed checklists for field inspections, for example, and suggested formats and topics for assessment reporting. However, these cannot be taken as procedures; they serve as guidelines, reminders, and examples of what to look for and report on, but they serve as no substitute for an experienced, interested, and observant engineering eye. Several key factors should be examined by the engineer in the context of the mandate agreed upon with the dam owner, and these together with relevant and appropriate computations of static and dynamic stability form the basis of the assessment. It is only sensible for an engineer to commit to the evaluation of the condition of, or the assessment of, an existing and operating dam if he/she is familiar and comfortable with the design and construction of such things and furthermore has demonstrated his/her understanding and experience.Rehabilitation MeasuresThe main factors affecting the performance of an embankment dam are (1)seepage; (2)stability; and (3) freeboard. For an embankment dam, all of these factors are interrelated. Seepage may cause erosion and piping, which may lead to instability. Instability may cause cracking, which, in turn, may cause piping and erosion failures. The measures taken to improve the stability of an existing dam against seepage and piping will depend on the location of the seepage (foundation or embankment), the seepage volume, and its criticality. Embankment slope stability is usually improved by flattening the slopes or providing a toe berm. This slope stabilization is usually combined with drainage measures at the downstream toe. If the stability of the upstream slope under rapid drawdown conditions is of concern, then further analysis and/or monitoring of resulting pore pressures or modifications of reservoir operationsmay eliminate or reduce these concerns. Finally, raising an earth fill dam is usually a relatively straightforward fill placement operation, especi ally if the extent of the raising is relatively small. The interface between the old and new fills must be given close attention both in design and construction to ensure the continuity of the impervious element and associated filters. Relatively new materials, such as the impervious geomembranes and reinforced earth, have been used with success in raising embankment dams. Rehabilitation of an embankment dam, however, is rarely achieved by a single measure. Usually a combination of measures, such as the installation of a cutoff plus a pressure relief system, is used. In rehabilitation work, the effectiveness of the repairs is difficult to predict; often, a phased approach to the work is necessary, with monitoring and instrumentation evaluated as the work proceeds. In the rehabilitation of dams, the security of the existing dam must be an overriding concern. It is not uncommon for the dam to have suffered significantdistress—often due to the deficiencies that the rehabilitation measures are to address.The dam may be in poor condition at the outset and may possibly be in a marginally stable condition. Therefore, how the rehabilitation work may change the present conditions, both during construction and in the long term, must be assessed, to ensure that it does not adversely affect the safety of the dam. In the following text, a case study is presented as an introduction to the engineering challenges of embankment rehabilitation, with particular reference to the Croton Dam Project.Case StudyThe Croton Dam Project is located on the Muskegon River in Michigan. The project is owned and operated by the Consumer Power Company. The project structures include two earth embankments, a gated spillway, and a concrete and masonry powerhouse. The earth embankments of this project were constructed of sand with concrete core walls. The embankments were built using a modified hydraulic fill method. This method consisted of dumping the sand and then sluicing the sand into the desired location. Croton Dam is classified as a ‗‗h igh-hazard‘‘ dam and is in earthquake zone 1. As part of the FERC Part 12 Inspection (FERC 1993), an evaluation of the seismic stability was performed for the downstream slope of the left embankment at Croton Dam. The Croton Dam embankment was analyzed in the following manner. Soil parameters were chosen based on standard penetration (N) values and laboratory tests, and a seismic study was carried out to obtain the design earthquake. Using the chosen soil properties, a static finite-element study was conducted to evaluate the existing state of stress in the embankment. Then a one-dimensional dynamic analysis was conducted to determine the stress induced by the design earthquake shaking. The available strength was compared withexpected maximum earthquake conditions so that the stability of the embankment during and immediately after an earthquake could be evaluated. The evaluation showed that theembankment had a strong potential to liquefy and fail during the design earthquake. The minimum soil strength required to eliminate the liquefaction potential was then determined, and a recommendation was made to strengthen the embankment soils by insitu densification.Seismic EvaluationTwo modes of failure were considered in the analyses—namely, loss of stability and excessive deformations of the embankment. The following analyses were carried out in succession: (1) Determination of pore water pressure buildup immediately following the design earthquake; (2) estimation of strength for the loose foundation layer during and immediately following the earthquake; (3) analysis of the loss of stability for postearthquake loading where the loose sand layer in the embankment is completely liquefied; and (4) liquefaction impact analysis for the loose sand layer for which the factor of safety against liquefaction is unsatisfactory.Liquefaction Impact AssessmentBased on the average of the corrected SPT value and cyclic stress ratio (Tokimatsu and Seed 1987), a total settlement of the 4.6 m(15 ft) thick loose embankment layer due to complete liquefaction was found to be 0.23 m (0.75 ft).Permanent Deformation AnalysisBased on a procedure by Makdisi and Seed (1977), permanent deformation can be calculated using the yield acceleration, and the time history of the averagedinduced acceleration. Since the factor of safety against flow failure immediately following theearthquake falls well short of that required by FERC, the Newmark type deformation analysis is unnecessary. Therefore, it can be concluded that the embankment will undergo significant permanent deformation following the earthquake, due to slope failure in excess of the liquefaction-induced settlement of 0.23 m (0.75ft).Embankment RemediationBased on the foregoing results, it was recommended to strengthen the embankment by in situ densification. An analysis was carried out to determine the minimum soil strength required to eliminate the liquefaction potential. The analysis was divided into three parts, as follows. First, a slope stability analysis @using the computer program PCSTABL (Purdue 1988)# of the downstream slope of the left embankment was conducted. Strength and geometric parameters were varied in order to determine the minimum residual shear strength and minimum zone of soil strengthening required for a postearthquake stability factor of safety, (FS)>1.Second, SPT corrections were made. The minimum residual shear strength correlates to a corrected/normalized penetrationresistance value (N1) of 60. From this value, a backcalculation was performed to determine the minimum field measure standard penetration resistance N values (blows per foot). Third, liquefaction potential was reevaluated based on the minimum zone of strengthening and minimum strength in order to show that if the embankment is strengthened to the minimum value, then the liquefaction potential in the downstream slope of the left embankment will, for all practical purposes, be eliminated.ConclusionKey factors to be considered in dam assessment and rehabilitation are the completeness of design, construction, maintenance and monitoring records, and the experience, background, and competence of the assessing engineer. The paper presents a recently completed project to show that the economic realization of this type of rehabilitation inevitably rests to a significant degree upon the expertise of the civil engineers.ReferencesDuncan, J. M., Seed, R. B., Wong, K. S., and Ozawa, U. (1984). ‗‗FEADAM: A computer program for finite element analysis of dams.‘‘ GeotechnicalEngineering Research Rep. No. SU/GT/84-03,Dept. of Civil Engineering,Stanford Univ., Stanford, Calif.FERC. (1993). ‗‗Engineering guidelines for the evaluation of hydropower projects.‘‘ 0119-2.Makdisi, F. I., and Seed, H. B. (1977). ‗‗A simplified procedure forestimatingea rthquake induced deformations in dams and embankments.‘‘ Rep. No. EERC 77-19, Univ. of California, Berkeley, Calif.Purdue Univ. (1988). ‗‗PCSTABL: A computer program for slope stability analysis.‘‘ Rep., West Lafayette, Ind.Schnabel, P. B., Lysmer, J, an d Seed, H. B. (1972). ‗‗SHAKE: A computer program for earthquake response analysis of horizontally layered site.‘‘ Rep. No. EERC72-12, Univ. of California, Berkeley, Calif.Seed and Harder. (1990). ‗‗An SPT-based analysis of cyclic pore pressure generation and undrained residual strength.‘‘ Proc., H. Bolton Seed Memorial Symp., 2, 351–376.Tokimatsu, K., and Seed, H. B. (1987). ‗‗Evaluation of settlements of sands due to earthquake shaking.‘‘ J. Geotech. Eng., 113(8), 861–878.中文翻译土石坝的评估和修复摘要：在野外实地、办公室里已进行的一系列的观察，研究，分析，使本文获得了对石坝如何适应其地质环境，以及如何与水库相互影响的正确的认识。

水利水电工程专业土石坝的评估和修复毕业论文外文文献翻译及原文毕业设计（论文）外文文献翻译文献、资料中文题目：土石坝的评估和修复文献、资料英文题目：文献、资料来源：文献、资料发表（出版）日期：院（部）：专业：班级：姓名：学号：指导教师：翻译日期： 2017.02.14附录一外文翻译英文原文Assessment and Rehabilitation of Embankment DamsNasim Uddin, P.E., M.ASCE1Abstract:A series of observations, studies, and analyses to be made in the field and in the office are presented to gain a proper understanding of how an embankment dam fits into its geologic setting and how it interacts with the presence of the reservoir it impounds. It is intended to provide an introduction to the engineering challenges of assessment and rehabilitation of embankments, with particular reference to a Croton Dam embankment.DOI: 10.1061/(ASCE)0887-3828(2002)16:4(176)CE Database keywords: Rehabilitation; Dams, embankment; Assessment.IntroductionMany major facilities, hydraulic or otherwise, have become very old and badly deteriorated; more and more owners are coming to realize that the cost of restoring their facilities is taking up a significant fraction of their operating budgets. Rehabilitation is, therefore, becoming a major growth industry for the future. In embankment dam engineering, neither the foundation nor the fills arepremanufactured to standards or codes, and their performance correspondingly is never 100% predictable. Dam engineering—in particular, that related to earth structures—has evolved on many fronts and continues to do so, particularly in the context of the economical use of resources and the determination of acceptable levels of risk. Because of this, therefore, there remains a wide variety of opinion and practice among engineers working in the field. Many aspects of designing and constructing dams will probably always fall within that group of engineering problems for which there are no universally accepted or uniquely correct procedures.In spite of advances in related technologies, however, it is likely that the building of embankments and therefore their maintenance, monitoring, and assessment will remain an empirical process. It is, therefore, difficult to conceive of a set of rigorous assessment procedures for existing dams, if there are no design codes. Many agencies (the U.S. Army Corps of Engineers, USBR, Tennessee Valley Authority, FERC, etc.) have developed checklists for field inspections, for example, and suggested formats and topics for assessment reporting. However, these cannot be taken as procedures; they serve as guidelines, reminders, and examples of what to look for and report on, butthey serve as no substitute for an experienced, interested, and observant engineering eye. Several key factors should be examined by the engineer in the context of the mandate agreed upon with the dam owner, and these together with relevant and appropriate computations of static and dynamic stability form the basis of the assessment. It is only sensible for an engineer to commit to the evaluation of the condition of, or the assessment of, an existing and operating dam if he/she is familiar and comfortable with the design and construction of such things and furthermore has demonstrated his/her understanding and experience.Rehabilitation MeasuresThe main factors affecting the performance of an embankment dam are (1)seepage; (2)stability; and (3) freeboard. For an embankment dam, all of these factors are interrelated. Seepage may cause erosion and piping, which may lead to instability. Instability may cause cracking, which, in turn, may cause piping and erosion failures. The measures taken to improve the stability of an existing dam against seepage and piping will depend on the location of the seepage (foundation or embankment), the seepage volume, and its criticality. Embankment slope stability is usually improved by ?attening the slopes or providing a toe berm. This slope stabilization is usually combined with drainage measures at the downstream toe. If the stability of the upstream slope under rapid drawdown conditions is of concern, then further analysis and/or monitoring of resulting pore pressures or modi?cations of reservoir operations may eliminate or reduce these concerns. Finally, raising an earth ?ll dam is usually a relatively straightforward ?ll placement operation, especi ally if the extent of the raising is relatively small.The interface between the old and new ?lls must be given close attention both in design and construction to ensure the continuity of the impervious element and associated filters. Relatively new materials, such as the impervious geomembranes and reinforced earth, have been used with success in raising embankment dams. Rehabilitation of an embankment dam, however, is rarely achieved by a single measure. Usually a combination of measures, such as the installation of a cutoff plus a pressure relief system, is used. In rehabilitation work, the effectiveness of the repairs is difficult to predict; often, a phased approach to the work is necessary, with monitoring and instrumentation evaluated as the work proceeds. In the rehabilitation of dams, the security of the existing dam must be an overriding concern. It is not uncommon for the dam to have suffered significantdistress—often due to the deficiencies that the rehabilitation measures are to address.The dam may be in poor condition at the outset and may possibly be in a marginally stable condition. Therefore, how the rehabilitation work may change the present conditions, both during construction and in the long term, must be assessed, to ensure that it does not adversely affect the safety of the dam. In the following text, a case study is presented as an introduction to the engineering challenges of embankment rehabilitation, with particular reference to the Croton Dam Project.Case StudyThe Croton Dam Project is located on the Muskegon River in Michigan. The project is owned and operated by the Consumer Power Company. The project structures include two earth embankments, a gated spillway, and a concrete and masonrypowerhouse. The earth embankments of this project were constructed of sand with concrete core walls. The embankments were built using a modified hydraulic fill method. This method consisted of dumping the sand and then sluicing the sand into the desired location. Croton Dam is classified as a ??h igh-hazard‘‘ dam and is in earthqu ake zone 1. As part of the FERC Part 12 Inspection (FERC 1993), an evaluation of the seismic stability was performed for the downstream slope of the left embankment at Croton Dam. The Croton Dam embankment was analyzed in the following manner. Soil parameters were chosen based on standard penetration (N) values and laboratory tests, and a seismic study was carried out to obtain the design earthquake. Using the chosen soil properties, a static finite-element study was conducted to evaluate the existing state of stress in the embankment. Then a one-dimensional dynamic analysis was conducted to determine the stress induced by the design earthquake shaking. The available strength was compared with。

水利水电工程专业外文翻译、英汉互译、中英对照毕业设计,论文，外文翻译题目姚家河水电站溢流坝及消能工优化设计专业水利水电工程使用CFD模型分析规模和粗糙度对反弧泄洪洞的影响12 作者 Dae Geun Kimand Jae Hyun Park摘要在这项研究中，利用CFD模型、FLOW-3D模型详细调查流量特性如流量、水面、反弧溢洪道上的峰值压力，并考虑到模型规模和表面粗糙度对速度和压力的垂直分布特征的影响，因此，在领域中被广泛验证和使用。

由于表面粗糙度数值的误差是微不足道的，对于流量，水面平稳，波峰压力影响较小。

但是我们只是使用长度比例小于100或200在可接受的误差范围的建筑材料一般粗糙度高度和规模效应的模型，最大速度在垂直的坐标堰发生更严重的粗糙度和规模效应。

原型的速度比缩尺比模型的更大，但现却相反1的。

在任何一节的最大速度略有降低或者表面粗糙度和长度的比例增加。

最大速度出现在上游水头的增加几乎呈线性增加溢洪道前的距离和位置较低的垂直位置位上。

关键词:FLOW-3D，反弧溢洪道，粗糙度效应，规模效应1.简介工程师在大多数情况下都选着设计建造具有过流高效、安全地反弧溢洪道，并且它在使用过程中具有良好的测量能力。

反弧溢洪道的形状是从较高顶堰的直线段流到半径R的网弧形段，在反弧附近的大气压力超过设计水头。

在低于设计水头时波峰阻力减少。

在高水头的时候，顶堰的大气压较高产生负压使水流变得更缓。

虽然这是关于一般反弧从上游流量条件下的变化、修改的波峰形状或改变航的形状和其流动特性的理解，但是道由于局部几何性质等的标准设计参数的偏差都会改变的水流的流动性，影响的分析结果。

物理模型被广泛的用来确定溢洪道非常重要的大坝安全。

物理模型的缺点是成本高，它可能需要相当长的时间得到的结果。

此外，由于规模效应的误差的严重程度增加原型模型的大小比例。

因此在指导以正确的模型细节时，计算成本相对较低物理建模、数值模拟，即使它不能被用于为最终确定的设计也是非常宝贵的资料。

外文翻译--水利水电工程施工英文原文:Water Resources and Hydropower Engineering Construction Design Layout[Key words] construction layout Fuzzy multiple attribute decision making Water Resources and Hydropower Construction [Abstract] Analysis of affecting factors of the construction layout program characteristics that people value in identifying these indicators fuzzy constraints are difficult to give exact values, while decision-making process has been one of psychological, subjective will and the work experience and other aspects influence decision-making process and therefore there is certainly ambiguity 1, Water Resources and Hydropower Engineering Construction Layout Factors Construction advantages and disadvantages of the general layout scheme, involving many factors, from different angles to evaluate the evaluation factors generally have two categories, qualitative factors, and quantitative factors of a classQualitative factors are mainly: 1Favorable production, easy to administer, facilitate the degree of life; 2During the construction process, the degree of co-ordination; 3The principal impact of construction and operation; 4Meet the security, fire, flood prevention,environmental protection requirements; 5Temporary Works and the combination of permanent works and so onIndicators are mainly quantitative factors; 1Site preparation earthwork quantity and cost; 2. The extent of use of earth excavation; 3Temporary works of construction work quantity and cost; 4Workload and a variety of materials, transport costs; 5Size and cost of land acquisition; 6Made to the area to field, the recovery or recycling construction fees As the construction is construction planning layout content, is that people under work experience, combined with engineering data on the occurrence of a future prediction aboutTherefore, both qualitative factors, and the quantitative factors, there is uncertaintyWe know that the uncertainty of two different forms; one is uncertain whether the incident occurred in 11 random, the event itself the state of uncertainty 11 ambiguityRandomness is an external cause in general uncertain, but ambiguity is an inherent uncertainty of the structureFrom the information point of view, the randomness involves only the amount of information, while the ambiguity is related to the meaning of informationWe can say that ambiguity is more profound than the randomness, the uncertainty more generally, especially in the subjective understanding of areas of role ambiguity is much more important than the role of randomnessRandom people for a lot of research has been carried out, achieved fruitful results; while ambiguity was ongoing and in-depth knowledge and research in theAllpeople involved in the system, carried out by people planning, feasibility studies, evaluation of decision-making, design and management, and therefore, can not ignore the objective world of things in the human brain, one by one to reflect the uncertainty of ambiguity, it is an objective difference intermediate division caused by the transition of a kind of uncertaintyConstruction Layout Design is no exception, in the arrangement of construction there are a large number of objective fuzzy factorsFor example, the construction of facilities, coordination between the levels of "good" and "general" is an accurate value can not be describedTherefore, the arrangement can not ignore or avoid the construction of the fuzziness existing in the process, but should be objective and deal with ambiguity of this objective, understand the rules for people planning, demonstration, evaluation and decision, design and management to provide a scientific basis and methods As the construction layout of the content involved in more programs fuzzy factors exist, the traditional construction arrangement he considered the existence of ambiguity, but in decision-making process has fuzzy information precision, not a real fuzzy optimizationTherefore, the program should focus on optimization of fuzzy factors into account, the ambiguity should be reflected in the decision-making on the index, index weightsFor quantitative indicators, mainly the amount and cost of the project issues, its value can be found in engineering materials and design documents to determine by calculation,the results are the values of the parameters and experienceAs every engineer's understanding of things is not the same experience in a certain range of parameter changes, the results also in a certain rangeFor qualitative indicators, according to experts, engineering experience, through expert scoring method, set the value of statistics to determineSuch subjective factors, the knowledge structure and decision-making preferences play a major roleBut in practice, due to the complexity of objective things and the people's thinking on the use of fuzzy concept, to describe with precision the number becomes very difficult, but with "some", "left" and the like get fuzzy concept to describe the more reasonableDetermine the weights of evaluation indexes, there are many mathematical ways to determine the accurate calculationWe know, for different projects, in the same factors, their importance is not the same, then the mathematical model is difficult to fully reflect the actual situation, the help of experts in engineering experience must be judged Since the existence of the above ambiguity, avoid or ignore the ambiguity is unscientific, incompletePrevious index value that decision-making, decision weights for programs for determining the value of the preferred method, there is bound to sidedness and limitationsAs technology develops, people are increasingly demanding of precision, the object of study become more complicated, as complicated to some degree after the meaning of the precise cognitive declines and the appropriatefuzzy but accurateHere, the introduction of fuzzy mathematical tools, the use of modern fuzzy multiple attribute decision making theory, Fuzzy multiple attribute decision making model, can exist for people to consider the ambiguity of the objective, to provide strong support for rational decision-making2, Water Resources and Hydropower Engineering Construction Design Layout Construction Layout as a focus of the system around the concrete layout of the temporary structuresThere are 1All kinds of storage, stockpile and Spoil; 2Mechanical repair system; 3Metal structure, mechanical and electrical equipment and construction equipment installed base; 4Wind, water and electricity supply systems; 5Other construction plant, such as steel processing, wood processing, prefabricated factory; 6Office and living space, such as offices, laboratories, dormitories, hospitals, schools, etc.; 7Fire safety facilities and other, such as fire stations, guard, and security cordon soAt this time, various types of temporary structures should be put forward, the construction of facilities furnished a list of partial pressure, their area, building area and volume of construction and installation; on fertilization with an estimate of land acquisition, land area and the proposed land use plan, the study to reclaiming land in the use of the measures, site preparation earthwork volume calculations, the integrated cut and fill balance of the proposed excavation of the use of effective planning Construction offacilities in order to avoid conflict between the layouts, construction of facilities in the analysis of adjacency relations, is to analyze the relationship between the construction of facilities, strength of correlation and relationshipUsually based on the adjacency relationship, consider the construction schedule, construction strength, facilities operation and logisticsAnalysis of the size and layout of the construction of facilities present at the location of the ground between the site controlled the indicators are: 1The scale of construction facilities layout, the main considerations to meet the construction requirements of the case, the construction of facilities, capacity and layout area2Foundation bearing capacity of the construction of facilities to consider geology, slope stability and so on3Hydrological requirements and construction guide closure of the case, consider the different construction periods, flood, water table, water level changes in the construction site layout planning of construction restrictions and impact4. The height difference logistics constraints, considering logistics and vertical elevation gradient lines, logistics of import and export5Construction of the distance between these facilities and restrictions, mainly refers to the construction of facilities necessary for running the minimum operating radius, the minimum limit transportation question, minimum import and export logistics, construction and facilities, the safety distance between6Constructionsite area of internal and external traffic conditions, construction equipment, consider the minimum safe height and width of the transport, building materials inside the transport requirements To be concrete system facilities arranged in a prominent position, so that interference by the other facilities as small as possible, the need for construction of facilities at this time analysis of the relationship between the adjacent, as many facilities for Hydropower Construction, different facilities have a clear focus on functionality, such as depots, gas stations, etc., if not for the neighbor relations analysis, because the construction of facilities for the inter-functional conflict, construction and project management to bring incalculable damage and safety hazards buried References: [1] Lu Yu Mei editor of the Three Gorges Dam Construction [M]. Beijing: China Electric Power Press, 2003[2] Wei-Jun Zhu, Zhang Xiaojun and so the overall layout design of the Three Gorges Project Construction [J]. The people of the Yangtze River, 2001.32 10 :4-5译文:水利水电工程施工的布置方案设计[关键词]施工布置模糊多属性决策水利水电施工[论文摘要]分析施工布置方案的影响因素特点,指出人们在确定这些指标值时受到模糊性因素的限制很难给出精确值,同时决策过程还受到人们心理、主观意愿和工作经验等多方面的影响,因而决策过程也必然存在模糊性。

通过在三峡水电站调峰(高峰调节)对两坝间河段通航条件的影响摘要为了充分发挥三峡电站的调峰容量，减少碰撞时通过在三峡水电站（ TGHY ）调峰运行航运，本文进行了日常监管模式，在调峰时的电站汛期枯水季节和模式1:110物理模型的初步研究。

这项研究的结果表明，由于非定常流动中产生的水之间的上述两个水坝在tghs日调节低流量期间对通航的影响是有限的，调节流量、调节容量比较小。

但在汛期，两调峰幅度和tghs流量波动幅度大。

因此，沿着河流流速，比降和水位波动沿河道之间两座大坝，急剧增加的电站调峰过程中在低流量的季节与比较。

当每日平均流量和调峰能力达到或超过20000立方米/ s和800万分别千瓦，流速和两坝间水课程重点浅滩梯度比超过一个10000吨船队的允许值。

因此，上行船很难航行。

关键词：三峡水电站（ TGHS ） ;物理模型;汛期调峰，调峰能力;通航条件1 。

介绍长江是中国最大的河，河的干线航道是唯一的航道交通运输的大动脉，贯穿东，中部和西部地区的国家。

七省和两个城市沿河账户达到以上的经济总量的40%的国量。

长江干线航道进行80%和83%的运输量铁矿石和煤炭的钢铁厂和火电站分别沿着河。

不不仅发挥了重要的领导在散货和集装箱货物运输的作用，它还支持和促进有效的重点集中区的形成和发展沿江工业，如冶金，化工，汽车，电力农业，等近年来，电力市场的消费结构发生了显著的变化。

随着电网峰谷差，调峰矛盾变得尖锐和有一个tghs需要采取在一定范围内的调峰能力。

tghs有优势，因为它位于调峰在区域电力负荷中心，具有较大的装机容量和丰富的流量，但程度的影响的非定常流动排出调峰过程中的导航是一个伟大的关注自tghs坝位于长江干流上的运输重，此外，葛洲坝水电站（GHS）是建立在西陵峡38km出口tghs坝下游的。

为了解影响目的对通航条件在非定常流排放高峰两坝间tghs与GHS 38公里河段调峰运行在tghs为了开发减轻影响的措施和对策，研究低流量的季节调峰汛期日调节tghs 期间已经做了一个正常的液压模型1:110河段两坝间。

水利工程的利弊英语作文初三三峡工程首要的建设目标是防洪，使荆江大堤的防洪能力由十年一遇提高到百年一遇。

The primary construction goal of the Three Gorges proje ct is flood control,so that the flood control capacity of J ingjiang levee will be increased from once in ten years to once in 100 years.三峡工程总装机容量1820万千瓦。

年发电量达847亿千瓦时，将给沿江的工业城镇和广大地区提供廉价而清洁的电力。

这是三峡工程最主要的直接经济效益，也是三峡工程建设的充分条件。

The total installed capacity of the Three Gorges projec t is 18.2 million kilowatts.With an annual generating capac ity of 84.7 billion kwh,it will provide cheap and clean pow er for industrial towns and vast areas along the river.This is the main direct economic benefit of the Three Gorges Pr oject and the sufficient condition for the construction of the Three Gorges Project.三峡水库的形成，改善了峡谷河段的航道，万吨级船队有半年时间可以直达重庆，通航能力可从现在的每年1000万吨提高到5000万吨，而且可降低航运成本30%~37%。

The formation of the Three Gorges reservoir has improve d the channel of the canyon reach.The 10000 ton fleet can r each Chongqing for half a year.The navigation capacity can be increased from the current 10 million tons per year to 50 million tons,and the shipping cost can be reduced by 30%-37%.建成后的三峡工程，作为中国的大西南同东部沿海经济发达地区有机联系的纽带，以其巨大的综合效益，必将有力地带动和促进长江流域的经济发展和腾飞。