水利水电专业 外文翻译 外文文献 英文文献 填料的填筑和保护
水利水电毕业设计外文文献翻译
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。
水利类英文文献译文
Hand Move Irrigation SystemsSummaryThe ‘hand move’ irrigation system is a very simple pipe set which can be moved by hand. Two main factors-—positioning and moving scheme of the equipment both affect the work time. Here we develop a model to complete the irrigation of the whole field by the shortest time。
Firstly, we decide the certain number of sprinklers through the designated parameter。
Using enumerative geometry, we compare the irrigation area of the system with different number of sprinklers and work out the optimum number of sprinklers。
Secondly, we take the advantage of combinatorial geometry to decide the positioning and moving scheme of the irrigation system，in order that the model can be used to realize the irrigation task by the shortest work time.In the end we also introduce a new sprinkler with square area and compare its working efficiency with the traditional sprinkler if we use it on this field。
水利水电 流体力学 外文文献 外文翻译 英文文献 混凝土重力坝基础流体力学行为分析
文献出自：Gimenes E, Fernández G. Hydromechanical analysis of flow behavior in concrete gravity dam foundations[J]. Canadian geotechnical journal, 2006, 43(3): 244-259.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。
水利水电专业毕业设计外文翻译
毕业设计（论文）外文翻译题目水库及电力系统简介专业水利水电工程班级2007级四班学生陈剑锋指导教师杨忠超重庆交通大学2011 年RESERVOIRSWhen a barrier is constructed across some river in the form of a dam, water gets stored up on the upstream side of the barrier, forming a pool of water, generally called a reservoir.Broadly speaking, any water collected in a pool or a lake may be termed as a reservoir. The water stored in reservoir may be used for various purposes. Depending upon the purposes served, the reservoirs may be classified as follows: Storage or Conservation Reservoirs.Flood Control Reservoirs.Distribution Reservoirs.Multipurpose reservoirs.(1) Storage or Conservation Reservoirs. A city water supply, irrigation water supply or a hydroelectric project drawing water directly from a river or a stream may fail to satisfy the consumers’ demands during extremely low flows, while during high flows; it may become difficult to carry out their operation due to devastating floods. A storage or a conservation reservoir can retain such excess supplies during periods of peak flows and can release them gradually during low flows as and when the need arise.Incidentally, in addition to conserving water for later use, the storage of flood water may also reduce flood damage below the reservoir. Hence, a reservoir can be used for controlling floods either solely or in addition to other purposes. In the former case, it is known as ‘Flood Control Reservoir’or ‘Single Purpose Flood Control Reservoir’, and in the later case, it is called a ‘Multipurpose Reservoir’.(2) Flood Control Reservoirs A flood control reservoir or generally called flood-mitigation reservoir, stores a portion of the flood flows in such a way as to minimize the flood peaks at the areas to be protected downstream. To accomplish this, the entire inflow entering the reservoir is discharge till the outflow reaches the safe capacity of the channel downstream. The inflow in excess of this rate is stored in stored in the reservoir, which is then gradually released so as to recover the storage capacity for next flood.The flood peaks at the points just downstream of the reservoir are thus reduced by an amount AB. A flood control reservoir differs from a conservation reservoir only in its need for a large sluice-way capacity to permit rapid drawdown before or after a flood.Types of flood control reservoirs. There are tow basic types of flood-mitigation reservoir.Storage Reservoir or Detention basins.Retarding basins or retarding reservoirs.A reservoir with gates and valves installation at the spillway and at the sluice outlets is known as a storage-reservoir, while on the other hand, a reservoir with ungated outlet is known as a retarding basin.Functioning and advantages of a retarding basin:A retarding basin is usually provided with an uncontrolled spillway and anuncontrolled orifice type sluiceway. The automatic regulation of outflow depending upon the availability of water takes place from such a reservoir. The maximum discharging capacity of such a reservoir should be equal to the maximum safe carrying capacity of the channel downstream. As flood occurs, the reservoir gets filled and discharges through sluiceways. As the reservoir elevation increases, outflow discharge increases. The water level goes on rising until the flood has subsided and the inflow becomes equal to or less than the outflow. After this, water gets automatically withdrawn from the reservoir until the stored water is completely discharged. The advantages of a retarding basin over a gate controlled detention basin are:①Cost of gate installations is save.②There are no fates and hence, the possibility of human error and negligence in their operation is eliminated.Since such a reservoir is not always filled, much of land below the maximum reservoir level will be submerged only temporarily and occasionally and can be successfully used for agriculture, although no permanent habitation can be allowed on this land.Functioning and advantages of a storage reservoir:A storage reservoir with gated spillway and gated sluiceway, provides more flexibility of operation, and thus gives us better control and increased usefulness of the reservoir. Storage reservoirs are, therefore, preferred on large rivers which require batter controlled and regulated properly so as not to cause their coincidence. This is the biggest advantage of such a reservoir and outweighs its disadvantages of being costly and involving risk of human error in installation and operation of gates.(3) Distribution Reservoirs A distribution reservoir is a small storage reservoir constructed within a city water supply system. Such a reservoir can be filled by pumping water at a certain rate and can be used to supply water even at rates higher than the inflow rate during periods of maximum demands (called critical periods of demand). Such reservoirs are, therefore, helpful in permitting the pumps or water treatment plants to work at a uniform rate, and they store water during the hours of no demand or less demand and supply water from their ‘storage’ during the critical periods of maximum demand.(4) Multipurpose Reservoirs A reservoir planned and constructed to serve not only one purpose but various purposes together is called a multipurpose reservoir. Reservoir, designed for one purpose, incidentally serving other purpose, shall not be called a multipurpose reservoir, but will be called so, only if designed to serve those purposes also in addition to its main purpose. Hence, a reservoir designed to protect the downstream areas from floods and also to conserve water for water supply, irrigation, industrial needs, hydroelectric purposes, etc. shall be called a multipurpose reservoir.水库拦河筑一条像坝的障碍时，水就被拦蓄在障碍物的上游并形成水塘．通常称之为水库。
水利水电中英文词库P_Z
peat soil pebbled sandstone pebbly structure pegmatite pelitic siltstone pellicular water pellucidity Pelton wheel penecontemporaneous percent sorption percentage of voids perched groundwater perched permanent groundwater perched temporary groundwater percolating water percolation percolation force percolation path percolation pressure percolation velocity percolation well percussion boring perennial perennial spring perforated peridolite perimetrical joint period period of drought period of excess water period of oscillation period of vibration periodic spring periodically periods of glaciation periphery periscope perlite permanent permanent assets permanent deformation permanent support permeability permeability permeability of rock to air permeable rock (stratum,bed) permeable strata permeable structure Permian (period) Permian period Permian system Permo carboniferous system Permo-carboniferous period persistence pervious bed pervious foundation
水利工程环境影响评价毕业论文英文文献翻译
英语原文:Methods and procedures for EIAEIA is the strategic for the active environmental management of basin development and the construction items. For water resources and power development, during basin-wide planning and feasibility study stage of projects environmental impact assessment should be prepared. Forbasin-wide planning document a chapter on environmental impacts assessment is necessary while for feasibility study of projects the environmental impact statement should be prepared.1 purposes of the assessmentThe purpose of EIA is to assess the environmental effects due to river basin development playing or proposed hydroelectric project .For the purpose of rationally utilizing natural resources, protecting the environment, improving environmental quality, and maintaining the ecological balance, the optimum plan can be screened out through the comparison of the technical, economical and environmental indices of the alternative plans of the project. Besides, the corresponding mitigation measures for the adverse effects and the improvement measures for the beneficial effects should be put forwards during various stages, such as planning, design, construction, and management. The work of EIA is very important, as EIA (s) is the fundamental document for decision making and policy arrangement for the project. The development of EIA makes it possible to changethe work of environmental protection from a status of passive control into a status of active prevention In addition, the most important point is that through the work of EIA the project could develop more comprehensive benefits and eliminate the adverse effect.2 The classification of the assessmentAccording to the temporal and spatial dimensions the environmental impact assessment can be classified into two categories. From temporal dimension it can be further classified as the retrospective environmental impact assessment for exiting projects, the present environmental impact assessment for project under construction and the prospective environmental impact assessment for projects under planning. Generally speaking, the environmental impact assessment refers almost all to the prospective EIA. From spatial dimension it can be classified as assessment for individual project, for a system of projects, and even for all the projects included in the river basin planning. The depth of work for environmental assessment should be compatible with stage of planning and design. In the river basin planning stage, the environmental assessment should be made for the whole basin, and a preliminary suggestion for mitigation measures of the adverse effects should be proposed. If necessary, reports on special topics should be provided for significant impacts. In the feasibility study stage, the environmental assessment for each of important parameters and comprehensive chapter of environmental protection should beprovided o give a detailed description for demonstration the environmental effect of project and implementing the mitigation and improvement measures for the adverse effects,. In technical design stage, an additional study should be made for the remaining key problems. In the stage of construction, the environmental prot6ection planning and the practicing schedule for the construction area and the reservoir region should be included.3 Methods and proceduresIn practice, methods are closely interconnected with procedures. According to the process of EIA. The methods used can be divided into two categories. One is for assessing the environmental change and impact of each individual parameter, and the other is for assessing the impact of the whole project. After assessment, appropriate mitigation measures can be established, and comprehensive indices and indicators for the whole project can be derived so as to facilitate the comparison of alternative project designs. The assessment procedures consist of five main steps:Impact identification, impact prediction, impact evaluation, mitigation and protective measures, and monitoring programs. Among the five steps the impact identification, impact prediction and impact evaluation are most important. For each step there are different methods and considerations.Impact identificationThe steps taken to identify environmental parameters likely to have impacts are as follows:? Understanding the characteristics of the project, such as backwater curve, change of hydraulic and hydrological regime (such as change of discharge and silt distribution).? Selection of an existing similar project and carrying out retrospective environmental assessment for reference.? Investigation and description of the status of the existing environmental setting and base line.? Use of checklists of interaction matrices for impact identification. ? Proposing the parameters with likely impacts or the unknown parameters for further impact prediction.The purposes of this are to identify the significant environmental modification, and to estimate the probability that the impact will occur. Impact prediction begins with quality identification, then simple methods are used for quantification and finally multi-factor modeling is used for detailed quantification. Some of the methods might be classified as follows:1 Mathematical modeling of empirical formula (such as the reservoir and so on).2 Investigation and measurement (such as through investigation of the scope of distribution of terrestrial flora and fauna within the inundated zone to predict the impact on them, the same method is used for prediction of the impact on historic and archaeological sites).3 An alysis of the effects of changes in the hydraulic and hydrological regime (such as through the study of change of flow and silt patterns to predict the areas influenced or affected by flood, water-logging and salinity downstream, or through the change of habitats of flora and fauna to predict the future condition of the different species).4 Analogy or comparison with existing projects (such as the use of comparison to identify the change in water temperature qualitatively).Impact evaluation1. Environmental impact of each individual environmental parameter. One mustinvestigate the change in environmental quality, propose the remedial measures for adverse effects, calculate the relationship between benefits and costs, and see whether the environmental change is beneficial and acceptable. The methods consist of: ? A comparison of environmental indices or indications between the situations with and without the project.? Establishing the value function graphs for each individual parameter and seeing whether the environmental quality is improved or not (0-10 can be used to show the degree of the environmental quality, where 0 that indicates the environment quality is the worst, and 10 the best).? Proposing remedial measures for adverse effects and calculating costs. ? Reassessing the environment quality after the remedialmeasure is taken. ? Estimating the differences in adverse effect between the situations with and without mitigation measures.? Calaculating the benefits of measures? Anaktzing the relationship between benefits and costs, to see whether the impact on the parameter is acceptable, and to see effectiveness of measures. Comprehensive assessment of the project The purpose of comprehensive assessment is to evaluate the index of impact of the whole project to compare all the options and to select the optimum plan. Cost- benefit and adverse effects of the project are calculated to conclusion for every project. Methods of environmental evaluation system, multi-criteria analysis or cost-benefit analysis might be used. Just like ad hoc methods, checklists, matrices, overlays, networks, cost-benefit analysis, simulation modeling, and system analysis, etc. The superiorities and deficiencies of all the main can be assessed by six indices. The procedures for basin environmental impact assessment are same as those for a water resources project, but the methods are not so perfect now. A method is based on the quantified indices of environmental impacts, subject to satisfying of the multipurpose of development as its constraints and the minimum of total adverse impact (as people displaced) as objectives, by the dynamic programming technique and the matrixapproach etc., to layout the plan and determine the scale of each water project. For example, Dongjiang River Basin (in Guandong Province) planning, the weighted region controlling approach and keyelements controlling approach have been used for fuzzy assessment. Another approach used by individual organization is: ? Considering all projects or components of components of the whole basin as a unit or several suitable units to assess the whole environmental impacts on the upper part (above the lowest cascade) of the basin.? Computing the total indices of the conjunctive operation of all projects of the basin such as the changing of hydrologic and sedimentation regime, etc. to assess the whole environmental impacts on the middle, lower reaches, and the estuary. ? Preparing the EIA of single key project or its coordination with other projects in order to prevent the negation of the key project by environmental impacts to influence the feasibility of the whole plan. Research of the important points for EIA 1 Levels of the environmental systems.The environment is a complicated system. For EIA the totality of environment should be divided into several levels of sub-systems. Usually under the totality of environment it is divided into four levels of sysrt4ema, namely environmental categories, environmental components, environmental parameters, and environmental measurements. In China the environmental categories are further classified as natural environment and social environment. Under the item of natural environment it is again subdivided into many environmental components such as local climate of reservoir area, which again consists of the environmental parameters such as precipitation. Wind and fog as their sublevel. For evaluation of thechange of precipitation many values of environmental measurements such as internal moisture, external moisture, and their relationships to precipitations are utilized. 2 Geographic study areasThe area affected by a project is determined on the scale, character, and location of the project. In addition to the regions directly affected by the project, effects on certain neighboring regions, on the whole basin, on a neighboring basin, and even on the estuary should be considered. The affected area is not the same for each plan and for each environmental factor, but the affected areas for all alternative plans should be coordinated. In other words, the area of study should include the whole area affected as well as some additional area for putting the effects into perspective. In the case of a water quality parameter, such as temperature, the area affects into perspective. In the area and the reaches downstream, where the temperature of the water is estimated to change at least 1.0 .3 Time frame for comparisonsIn a planning investigation, the time frame for making comparisons of environmental effects should be the same as the time frame for makingeconomic evaluations. Ordinarily, projections are made based on the future with and without project conditions for the time levels of under construction, completion and in operation (25 years after completion).外文译文:水利工程环境影响评价环境影响评价是评价由于人类的活动(如兴建大坝工程等)所引起的环境改变及其影响，它是区域开发和建谈项目环境管理的一种战略防御手段。
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
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
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。
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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。