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。比较了数值模拟和实际行为在实地的监测结果。在此基础上比较了一系列的结论得出了基本孔隙压力在节理岩体的影响可以考虑在其他工程项目，认为那里的岩石节理流体力学行为应予以考虑。这些项目包括压力管道，危险废物处置，以及对流动行为的控制断面沿岩石地质遏制依赖的其他情形。
流体力学的行为自然
对先进设备，机械和个别岩石节理的水力特性的概要。一个对岩石联合流体力学行为的更详细的描述中可以在阿尔瓦雷斯（1997年）和阿尔瓦雷斯（1995年）和在实验室调查和数值模拟模型进行了乌鸦和Gale（1985），Gentier（1987年），江崎等人（1992），和其他人中发现。
该水力行为的联合可以表示为非线性应用之间的有效正应力双曲线关系，
'
n σ,并
联合，n V
?
在装卸，重大的联合封发生在低有效正应力的地方。该单位的压力关闭规模迅速下降，但是，随着应力水平增加。双曲线的定义是由初始切线刚度定义，ni
K，并联
合最大的渐近结束，
mc V 。这种关系也是非线性，迟滞的卸载条件，直到成为有效正应力为零（图1a ）。
ni K 和mc V 的价值观通过对实验数据的回归分析来估计的。对于自然和花岗岩裂隙，这些参数都是相互关联的下列限制范围之间的阿尔瓦雷斯等。 （1995年）：
这里ni K 的单位是M pa/μm ， mc V 的单位是μm
粗糙关节展览最大规模的联合最高和最低的封闭初始关节僵硬，关节光滑而有最低mc V 和最大的ni K
岩石的共同特点是液压行为之间的线性关系液压孔径，
h a ，它控制流动规模，关闭和机械联合，
n V ?，用于水平应力。液压孔绘制相应的联合与关闭（图1b ），以获取拦截线，ho a ，起始水力孔径，边坡系数和耦合，f ，而“刻画了联合流体力学行为，i. e ，两者在液压机械孔径由于孔径的变化变化的关系，鉴于
其中hr a 是剩余的水力孔径
对于给定的岩石节理，两者之间是有粗糙度及耦合系数的关系，因为f 的分布和沿关节面流道曲折而定。对于理想的平行板，以在整个关节面单流道，f= 1.0.对于集中流道蜿蜒穿过关节面，f<1.0。
因此，用经典的立方定律表示通过岩石节理流率：
其中Q 是流量;
w γ是水的单位重量; h ?是沿岩石节理头部下降;μ是水（11.005×310-p ?s ）的动力粘度; h a 是联合液压孔径而G 是形状因子，由水流几何而定。直
流地下G=W/L （其中W 和L 是宽度和长度，分别联合），为不同径向流，G =2π/ln(re/i r ),其中i r 和re 分别为内外圆柱面半径。
裂隙岩体渗透性随深度变化
另外，岩体等效渗透，公里，可以以同样的形式作为修改后的定律，或在液压口径计算，同样的形式占关节间距，S:
在裂隙岩体渗透性的变化，由于覆盖层和围应力，计算。 [1] - [3]。岩体的渗透性，K ，理论的深度关系的结果高达1000米，采用当量。 [5]载于图2。孔的液压随覆盖减少强调在岩体渗透性，随深度的增加，从310- cm/s 到附近8
10-的水面在600厘米深度/秒 - 1000米的结果
估计岩体渗透性得到假设f= 1.0，mc V =ho a 和ni k = 1033.1-mc v ，这是在实验室测试中取得的值与（阿尔瓦雷斯等al.1995）相似，巴西在这一测试中描述位置的花岗岩编队部分。覆盖层讲估计使用的是26.0 kN/m3单位重量。在这种情况下，它的假设是横向和纵向应力大致相同（土压力系数Ko = 1.0），这也被认为将在巴西的测试位置的火成岩地层的代表，但其他价值在原位强调可以预计，如对高e.g., for Ko<1.0，垂直节理将有较大的渗透率。
在深露天矿在巴西花岗岩开采项目获得的场渗透率测量在图2中绘制与理论的关系比较。联合间距从钻孔岩心观察值都在数米范围内，从而产生了一个5米间距是常数的计算假设。阿霍的价值在300 -1000μm 范围被用来确定公里= f 的理论关系（z ）的，其中Z 是深度，以实地测量和比较
这两个钻孔测量值相对渗透率在100至200米深处的高，可能表明的一个区或剪切节理岩带更多的存在。所测岩石渗透率稳步下降，在深度的增加，然而，它们的值与对应的岩体渗透性的理论与模型估计趋势良好。
典型液压孔径400 -500μm 的和后关节僵硬=
NI K 10V 的双曲线关系，与三菱商事和mc V = ho a 似乎同意这些结晶岩体观测场行为良好。
图.2.裂隙岩体渗透性随深度的关系。
虽然真正的流体力学节理岩体的行为是需要考虑具体的地点和地质因素，该方法提供了一个框架，但在设计阶段，其中岩石资料尚未提供大规模渗透。
Hydromechanical analysis of flow behavior in concrete gravity dam
foundations
Abstract: A key requirement in the evaluation of sliding stability of new and existing concrete gravity dams is the prediction of the distribution of pore pressure and shear strength in foundation joints and discontinuities. This paper presents a methodology for evaluating the hydromechanical behavior of concrete gravity dams founded on jointed rock. The methodology consisted of creating a database of observed dam behavior throughout typical cycles of reservoir filling and simulating this behavior with a distinct element method (DEM) numerical model. Once the model is validated, variations of key parameters including litho logy, in situ stress, joint geometry, and joint characteristics can be incorporated in the analysis. A site-specific simulation of a typical reservoir cycle was carried out for Albigna Dam, Switzer land, founded on granitic rock, to assess the nature of the flow regime in the rock foundations and to evaluate the potential for sliding surfaces other than the dam–rock interface to develop. The factor of safety against sliding of various rock wedges of differing geometry present within the dam foundations was also evaluated using the DEM model and conventional analytical procedures. Estimates of crack propagation patterns and corresponding uplift pressures and factors of safety against sliding along the dam–rock interface obtained with the DEM were also compared with those from simplified procedures currently used in engineering practice. It was found that in a jointed rock, foundation uplift estimates after crack development obtained from present design guidelines can be too conservative and result in factors of safety that are too low and do not correspond to the observed behavior.
Key words: Hydromechanical, jointed rock, flow, dam design.
Introduction: Evaluating the safety of concrete gravity dams against sliding requires an understanding that rock foundations and the structure above them are an interactive system whose behavior is controlled by the mechanical and hydraulic properties of concrete materials and rock foundations. About a century ago, the failure of Boozy Dam prompted dam engineers to start considering the effect of uplift pressures generated by seepage within the dam–foundation system and to explore ways to minimize its effect.. Today, with modern computational resources and much more precedent, it is still most challenging to determine the pore-pressure distribution along foundation discontinuities to assess pertinent stresses and evaluate factors of safety. It is our opinion that observing and monitoring the behavior of large dams on well mapped and adequately instrumented foundations can bring important insights for a better understanding of factors controlling joint opening, crack propagation, and pore-pressure development in foundations of concrete gravity dams.
Fig.1.Hydromechanical behavior of natural joints :(a) mechanical;(b)hydraulic.
This paper presents behavior representative of cycles of reservoir operation in the last 20 years collected from monitored data of Albigna Dam, Switzerland, and also describes the results of a series of numerical analyses carried out to assess the hydromechanical behavior of its foundations. Comparisons are made between results of numerical modeling and the actual behavior monitored in the field. Based on these comparisons, a series of conclusions are drawn regarding basic pore-pressure buildup mechanisms in jointed rock masses with implications that may be considered in other engineering projects, where the hydromechanical behavior of jointed rock should be considered. Such projects include pressure tunnels, hazardous waste disposal, and other situations dependent on geologic containment controlled by flow behavior along rock discontinuities.
Hydromechanical behavior of natural joints
A brief summary of the state-of-the-art of mechanical and hydraulic behavior of individual rock joints is presented here. A more detailed description of rock joint Hydromechanical behavior can be found in Alvarez(1997)and Alvarez et al.(1995)and in investigations in laboratory and numerical model simulations carried out by Raven and Gale (1985), Gentier (1987),Esaki et al.(1992),and others.
The mechanical behavior of the joint can be represented by a nonlinear hyperbolic
relationship between the applied effective normal stress,
'
n
σ，and joint closure,
n
V
?
During loading, significant joint closure takes place at low effective normal stresses. The magnitude of the closure per unit of stress decreases rapidly, however, as the stress level increases. The hyperbola is defined by the initial tangent stiffness,ni
K, and the asymptote maximum joint closure, mc
V. This relationship is also nonlinear and hysteretic for the unloading condition until effective normal stresses become zero (Fig.1a).
The values of ni K and mc V are estimated by regression analysis on experimental data. For natural and induced fractures in granite, these parameters are interrelated and range between the following limits Alvarez et al. (1995):
Where ni K is in M pa/μm and mc V is in μm
Rough joints exhibit the largest joint maximum closure and the lowest initial joint stiffness, whereas smooth joints have the lowest
mc V and the largest ni K The hydraulic behavior of the rock joint is characterized by the linear relationship between hydraulic aperture,
h a , which controls the magnitude of flow, and mechanical joint closure, n V ? , which depends on stress levels. Hydraulic apertures are plotted versus their
corresponding joint closure (Fig.1b)to obtain the line intercept, ho a ,initial hydraulic
aperture, and the coupled slope coefficient, f ,which characterizes the hydromechanical behavior of the joint ,i. e., the relationship between changes in hydraulic aperture due to changes in mechanical aperture, given by
Where hr a is the residual hydraulic aperture.
For a given rock joint, there is a relationship between roughness and the coupled coefficient, because f depends on the distribution and tortuosity of flow channels along the joint surface. For ideal parallel plates, with a single flow channel along the entire joint surface, f=1.0.For concentrated flow channels meandering across the joint surface, f<1.0. Hence, the classic cubic law expresses flow rate through a rock joint:
Where Q is the flow rate; w γis the unit weight of the water; h ?is the head drop
along the rock joint; μ is the dynamic viscosity of the water(1.005×310-Pa ·s ); h a Is the
joint hydraulic aperture; and G is the shape factor, which depends on the geometry of flow. For straight flow, G=W/L (where W and L are the width and length, respectively, of the
joint); and for divergent radial flow, G=2π/ln (re/i r ), where i r and re are the borehole and external cylindrical surface radiuses, respectively.
Jointed rock mass permeability change with depth
Alternatively, the rock mass equivalent permeability, km, can be expressed in the same form as the modified cubic law, or in terms of hydraulic aperture, to account for spacing of the joints, S:
Changes in jointed rock mass permeability due to overburden and confining stresses were calculated using eqs. [1]– [3].The results of a theoretical relationship of rock mass permeability, k, for depths up to 1000 m, using eq. [5] are presented in Fig.2.The reduction of hydraulic apertures with increasing overburden stresses results in a rock mass
permeability that decreases with an increase in depth from 310- cm/s near the surface to
810- cm/s at depths of 600– 1000 m.
The rock mass permeability estimates were obtained assuming f=1.0,
mc V = ho a and ni k =1033.1-mc v , which are representative of the values obtained in laboratory tests carried out in granitic formations(Alvarez et al.1995)similar to those of the Brazilian test location described in this section. Overburden stresses were estimated using a unit weight of 26.0 kN/m3.In this case it was assumed that horizontal and vertical stresses are about the same (coefficient of earth pressure at rest Ko=1.0), which are also considered to be representative of the igneous formations at the Brazil test location, but other values of in situ stresses could be estimated, e.g., for Ko<1.0, vertical joints would have larger permeabilities.
Field permeability measurements obtained in Packer tests at a deep open-pit mining project in granitic rock in Brazil are also plotted in Fig.2 for comparison with the theoretical relationship. Values of joint spacing observed from borehole cores are in the range of a few meters, and thus a constant spacing of 5m was assumed in the computations. Values of aho in the range of 300–1000μm were used to determine the theoretical relationships of km=f (z), where z is the depth, and compare with field measurements.
Measured permeability values in the two boreholes are relatively high at depths between 100 and 200m, probably denoting the presence of a sheared zone or a zone of more jointed rock. The measured rock permeabilities decrease steadily with an increase in depth, however, and their values correspond well with the theoretical trend of rock mass permeability estimated with the model. Typical hydraulic apertures of 400–500μm and joint stiffness following a hyperbolic relationship with NI K =10V mc and mc V = ho a seem to agree well with observed field behavior for these crystalline rock masses.
Fig.2.Theoretical jointed rock mass permeability relationship with depth.
Although real Hydromechanical behavior of jointed rock masses is site specific and depends on geologic factors, which need to be taken into account, the proposed approach provides a framework to estimate rock mass permeability during design stages where information is not yet available.
Inventory management Inventory Control On the so-called "inventory control", many people will interpret it as a "storage management", which is actually a big distortion. The traditional narrow view, mainly for warehouse inventory control of materials for inventory, data processing, storage, distribution, etc., through the implementation of anti-corrosion, temperature and humidity control means, to make the custody of the physical inventory to maintain optimum purposes. This is just a form of inventory control, or can be defined as the physical inventory control. How, then, from a broad perspective to understand inventory control? Inventory control should be related to the company's financial and operational objectives, in particular operating cash flow by optimizing the entire demand and supply chain management processes (DSCM), a reasonable set of ERP control strategy, and supported by appropriate information processing tools, tools to achieved in ensuring the timely delivery of the premise, as far as possible to reduce inventory levels, reducing inventory and obsolescence, the risk of devaluation. In this sense, the physical inventory control to achieve financial goals is just a means to control the entire inventory or just a necessary part; from the perspective of organizational functions, physical inventory control, warehouse management is mainly the responsibility of The broad inventory control is the demand and supply chain management, and the whole company's responsibility. Why until now many people's understanding of inventory control, limited physical inventory control? The following two reasons can not be ignored: First, our enterprises do not attach importance to inventory control. Especially those who benefit relatively good business, as long as there is money on the few people to consider the problem of inventory turnover. Inventory control is simply interpreted as warehouse management, unless the time to spend money, it may have been to see the inventory problem, and see the results are often very simple procurement to buy more, or did not do warehouse departments . Second, ERP misleading. Invoicing software is simple audacity to call it ERP, companies on their so-called ERP can reduce the number of inventory, inventory control, seems to rely on their small software can get. Even as SAP, BAAN ERP world, the field of
Statistical hypothesis testing Adriana Albu，Loredana Ungureanu Politehnica University Timisoara,adrianaa@aut.utt.ro Politehnica University Timisoara,loredanau@aut.utt.ro Abstract In this article,we present a Bayesian statistical hypothesis testing inspection, testing theory and the process Mentioned hypothesis testing in the real world and the importance of, and successful test of the Notes. Key words Bayesian hypothesis testing; Bayesian inference;Test of significance Introduction A statistical hypothesis test is a method of making decisions using data, whether from a controlled experiment or an observational study (not controlled). In statistics, a result is called statistically significant if it is unlikely to have occurred by chance alone, according to a pre-determined threshold probability, the significance level. The phrase "test of significance" was coined by Ronald Fisher: "Critical tests of this kind may be called tests of significance, and when such tests are available we may discover whether a second sample is or is not significantly different from the first."[1] Hypothesis testing is sometimes called confirmatory data analysis, in contrast to exploratory data analysis. In frequency probability,these decisions are almost always made using null-hypothesis tests. These are tests that answer the question Assuming that the null hypothesis is true, what is the probability of observing a value for the test statistic that is at [] least as extreme as the value that was actually observed?) 2 More formally, they represent answers to the question, posed before undertaking an experiment,of what outcomes of the experiment would lead to rejection of the null hypothesis for a pre-specified probability of an incorrect rejection. One use of hypothesis testing is deciding whether experimental results contain enough information to cast doubt on conventional wisdom. Statistical hypothesis testing is a key technique of frequentist statistical inference. The Bayesian approach to hypothesis testing is to base rejection of the hypothesis on the posterior probability.[3][4]Other approaches to reaching a decision based on data are available via decision theory and optimal decisions. The critical region of a hypothesis test is the set of all outcomes which cause the null hypothesis to be rejected in favor of the alternative hypothesis. The critical region is usually denoted by the letter C. One-sample tests are appropriate when a sample is being compared to the population from a hypothesis. The population characteristics are known from theory or are calculated from the population.
吉林化工学院理学院 毕业论文外文翻译English Title（Times New Roman ，三号） 学生学号：08810219 学生姓名：袁庚文 专业班级：信息与计算科学0802 指导教师：赵瑛 职称副教授 起止日期：2012.2.27～2012.3.14 吉林化工学院 Jilin Institute of Chemical Technology
1 外文翻译的基本内容 应选择与本课题密切相关的外文文献（学术期刊网上的），译成中文，与原文装订在一起并独立成册。在毕业答辩前，同论文一起上交。译文字数不应少于3000个汉字。 2 书写规范 2.1 外文翻译的正文格式 正文版心设置为：上边距：3.5厘米，下边距：2.5厘米，左边距：3.5厘米，右边距：2厘米，页眉：2.5厘米，页脚：2厘米。 中文部分正文选用模板中的样式所定义的“正文”，每段落首行缩进2字；或者手动设置成每段落首行缩进2字，字体：宋体，字号：小四，行距：多倍行距1.3，间距：前段、后段均为0行。 这部分工作模板中已经自动设置为缺省值。 2.2标题格式 特别注意：各级标题的具体形式可参照外文原文确定。 1．第一级标题（如：第1章绪论）选用模板中的样式所定义的“标题1”，居左；或者手动设置成字体：黑体，居左，字号：三号，1.5倍行距，段后11磅，段前为11磅。 2．第二级标题（如：1.2 摘要与关键词）选用模板中的样式所定义的“标题2”，居左；或者手动设置成字体：黑体，居左，字号：四号，1.5倍行距，段后为0，段前0.5行。 3．第三级标题（如：1.2.1 摘要）选用模板中的样式所定义的“标题3”，居左；或者手动设置成字体：黑体，居左，字号：小四，1.5倍行距，段后为0，段前0.5行。 标题和后面文字之间空一格（半角）。 3 图表及公式等的格式说明 图表、公式、参考文献等的格式详见《吉林化工学院本科学生毕业设计说明书（论文）撰写规范及标准模版》中相关的说明。
三峡水利枢纽工程 一、坝址及基本枢纽布置 三峡工程大坝坝址选定在宜昌市三斗坪，在已建成的葛洲坝水利枢纽上游约40km处。坝址区河谷开阔，两岸岸坡较平缓，江中原有一小岛（中堡岛），具备良好的分期施工导流条件。枢纽建筑物基础为坚硬完整的花岗岩体。修建了宜昌至工地长约28km的专用高速公路及坝下游4公里处的跨江大桥——西陵长江大桥。还修建了一批坝区码头。坝区具备良好的交通条件。 The Three Gorges Projects First. The dam site and basic pivot disposal The Three Gorges Projects is select to be fixed on San Dou Ping in Yichang, located in about 40 kilometers of the upper reaches of key water control project of Ge Zhou Ba which was built. River valley, district of dam site, is widen, slope, the two sidesof the bank is relatively gentlely. In the central plains have one island (island, fort of China,), possess the good phased construction water conservancy diversion condition. The foundation of pivot building is the hard and intact body of granite. Have built Yichang and gone to stride bridge that place of 4 kilometers in the about 28 -km-long special-purpose expressway of building site and dam low reaches --West Yangtze Bridge of imperial tomb. Have also built the quay of district of a batch of dams. The dam district possesses the good traffic condition. Two. Important water conservancy project buildings
农村社会养老保险的现状、问题与对策研究社会保障对国家安定和经济发展具有重要作用，“城乡二元经济”现象日益凸现，农村社会保障问题客观上成为社会保障体系中极为重要的部分。建立和完善农村社会保障制度关系到农村乃至整个社会的经济发展，并且对我国和谐社会的构建至关重要。我国农村社会保障制度尚不完善，因此有必要加强对农村独立社会保障制度的构建，尤其对农村养老制度的改革，建立健全我国社会保障体系。从户籍制度上看，我国居民养老问题可分为城市居民养老和农村居民养老两部分。对于城市居民我国政府已有比较充足的政策与资金投人，使他们在物质和精神方面都能得到较好地照顾，基本实现了社会化养老。而农村居民的养老问题却日益突出，成为摆在我国政府面前的一个紧迫而又棘手的问题。 一、我国农村社会养老保险的现状 关于农村养老，许多地区还没有建立农村社会养老体系，已建立的地区也存在很多缺陷，运行中出现了很多问题，所以完善农村社会养老保险体系的必要性与紧迫性日益体现出来。 （一）人口老龄化加快 随着城市化步伐的加快和农村劳动力的输出，越来越多的农村青壮年人口进入城市，年龄结构出现“两头大，中间小”的局面。中国农村进入老龄社会的步伐日渐加快。第五次人口普查显示：中国65岁以上的人中农村为5938万，占老龄总人口的67.4%.在这种严峻的现实面前，农村社会养老保险的徘徊显得极其不协调。 （二）农村社会养老保险覆盖面太小 中国拥有世界上数量最多的老年人口，且大多在农村。据统计，未纳入社会保障的农村人口还很多，截止2000年底，全国7400多万农村居民参加了保险，占全部农村居民的11.18%，占成年农村居民的11.59%.另外，据国家统计局统计，我国进城务工者已从改革开放之初的不到200万人增加到2003年的1.14亿人。而基本方案中没有体现出对留在农村的农民和进城务工的农民给予区别对待。进城务工的农民既没被纳入到农村养老保险体系中，也没被纳入到城市养老保险体系中，处于法律保护的空白地带。所以很有必要考虑这个特殊群体的养老保险问题。
Concrete Gravity Dam The type of dam selected for a site depends principally on topographic, geologic,hydrologic, and climatic conditions. Where more than one type can be built, alternative economic estimates are prepared and selection is based on economica considerations.Safety and performance are primary requirements, but construction time and materials often affect economic comparisons. Dam Classification Dams are classified according to construction materials such as concrete or earth. Concrete dams are further classified as gravity, arch, buttress, or a combination of these. Earthfill dams are gravity dams built of either earth or rock materials, with particular provisions for spillways and seepage control. A concrete gravity dam depends on its own weight for structural stability. The dam may be straight or slightly curved, with the water load transmitted through the dam to the foundation material. Ordinarily, gravity dams have a base width of 0.7 to 0.9 the height of the dam. Solid rock provides the best foundation condition. However, many small concrete dams are built on previous or soft foundations and perform satisfactorily. A concrete gravity dam is well suited for use with an overflow spillway crest. Because of this advantage, it is often combined with an earthfill dam in wide flood plain sites.
软件专业毕业论文外文文献中英文翻译 Object landscapes and lifetimes Tech nically, OOP is just about abstract data typing, in herita nee, and polymorphism, but other issues can be at least as importa nt. The rema in der of this sect ion will cover these issues. One of the most importa nt factors is the way objects are created and destroyed. Where is the data for an object and how is the lifetime of the object con trolled? There are differe nt philosophies at work here. C++ takes the approach that con trol of efficie ncy is the most importa nt issue, so it gives the programmer a choice. For maximum run-time speed, the storage and lifetime can be determined while the program is being written, by placing the objects on the stack (these are sometimes called automatic or scoped variables) or in the static storage area. This places a priority on the speed of storage allocatio n and release, and con trol of these can be very valuable in some situati ons. However, you sacrifice flexibility because you must know the exact qua ntity, lifetime, and type of objects while you're writing the program. If you are trying to solve a more general problem such as computer-aided desig n, warehouse man ageme nt, or air-traffic con trol, this is too restrictive. The sec ond approach is to create objects dyn amically in a pool of memory called the heap. In this approach, you don't know un til run-time how many objects you n eed, what their lifetime is, or what their exact type is. Those are determined at the spur of the moment while the program is runnin g. If you n eed a new object, you simply make it on the heap at the point that you n eed it. Because the storage is man aged dyn amically, at run-time, the amount of time required to allocate storage on the heap is sig ni fica ntly Ion ger tha n the time to create storage on the stack. (Creat ing storage on the stack is ofte n a si ngle assembly in structio n to move the stack poin ter dow n, and ano ther to move it back up.) The dyn amic approach makes the gen erally logical assumpti on that objects tend to be complicated, so the extra overhead of finding storage and releas ing that storage will not have an importa nt impact on the creati on of an object .In additi on, the greater flexibility is esse ntial to solve the gen eral program ming problem. Java uses the sec ond approach, exclusive". Every time you want to create an object, you use the new keyword to build a dyn amic in sta nee of that object. There's ano ther issue, however, and that's the lifetime of an object. With Ian guages that allow objects to be created on the stack, the compiler determines how long the object lasts and can automatically destroy it. However, if you create it on the heap the compiler has no kno wledge of its lifetime. In a Ianguage like C++, you must determine programmatically when to destroy the
本科毕业论文（设计）文献综述和外文翻译 撰写要求与格式规范 一、毕业论文（设计）文献综述 （一）毕业论文（设计）文献综述的内容要求 1．封面：由学院统一设计，普通A4纸打印即可。 2.正文 综述正文部分需要阐述所选课题在相应学科领域中的发展进程和研究方向，特别是近年来的发展趋势和最新成果。通过与中外研究成果的比较和评论，说明自己的选题是符合当前的研究方向并有所进展，或采用了当前的最新技术并有所改进，目的是使读者进一步了解本课题的意义。文中的用语、图纸、表格、插图应规范、准确，量和单位的使用必须符合国家标准规定，引用他人资料要有标注。 文献综述字数在5000字以上。 正文前须附500字左右中文摘要，末尾须附参考文献。 参考文献的著录按在文献综述中出现的先后顺序编号。 期刊类文献书写方法:[序号]作者（不超过3人，多者用等表示）.题（篇）名[J].刊名,出版年,卷次（期次）:起止页次.
图书类文献书写方法:[序号]作者.书名[M].版本.出版地:出版者,出版年:起止页次. 论文集类文献书写方法:[序号]作者.篇名[C].论文集名.出版地:出版者,出版年:起止页次. 学位论文类书写方法:[序号]作者.篇名[D].出版地:单位名称,年份. 电子文献类书写方法:[序号]主要责任者. 题名:其他题名信息[文献类型标志/文献载体标志 ]出版地:出版者,出版年（更新或修改日期）[引用日期].获取和访问途径. 参考文献篇数应符合学院毕业论文（设计）工作的要求。 （二）毕业论文（设计）文献综述撰写与装订的格式规范 第一部分：封面 1.封面：由学院统一设计，“本科生毕业论文（设计）”根据作业实际明确为“论文”或“设计”，其它文本、表格遇此类情况同样处理。 第二部分：文献综述主题 1.中文摘要与关键词 摘要标题（五号，宋体，顶格，加粗）
毕业论文（设计）外文翻译 题目：中国上市公司偏好股权融资：非制度性因素 系部名称：经济管理系专业班级:会计082班 学生姓名：任民学号： 200880444228 指导教师：冯银波教师职称:讲师 年月日
译文： 中国上市公司偏好股权融资：非制度性因素 国际商业管理杂志 2009.10 摘要：本文把重点集中于中国上市公司的融资活动，运用西方融资理论，从非制度性因素方面，如融资成本、企业资产类型和质量、盈利能力、行业因素、股权结构因素、财务管理水平和社会文化，分析了中国上市公司倾向于股权融资的原因，并得出结论，股权融资偏好是上市公司根据中国融资环境的一种合理的选择。最后，针对公司的股权融资偏好提出了一些简明的建议。 关键词：股权融资，非制度性因素，融资成本 一、前言 中国上市公司偏好于股权融资，根据中国证券报的数据显示，1997年上市公司在资本市场的融资金额为95.87亿美元，其中股票融资的比例是72.5％，，在1998年和1999年比例分别为72.6％和72.3％，另一方面，债券融资的比例分别是17.8％，24.9％和25.1％。在这三年，股票融资的比例，在比中国发达的资本市场中却在下跌。以美国为例，当美国企业需要的资金在资本市场上，于股权融资相比他们宁愿选择债券融资。统计数据显示，从1970年到1985年，美日企业债券融资占了境外融资的91.7％，比股权融资高很多。阎达五等发现，大约中国3/4的上市公司偏好于股权融资。许多研究的学者认为，上市公司按以下顺序进行外部融资：第一个是股票基金，第二个是可转换债券，三是短期债务，最后一个是长期负债。许多研究人员通常分析我国上市公司偏好股权是由于我们国家的经济改革所带来的制度性因素。他们认为，上市公司的融资活动违背了西方古典融资理论只是因为那些制度性原因。例如，优序融资理论认为，当企业需要资金时，他们首先应该转向内部资金（折旧和留存收益），然后再进行债权融资，最后的选择是股票融资。在这篇文章中，笔者认为，这是因为具体的金融环境激活了企业的这种偏好，并结合了非制度性因素和西方金融理论，尝试解释股权融资偏好的原因。
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。
本科毕业设计（论文）中英文对照翻译 院（系部）电气工程与自动化 专业名称电子信息工程 年级班级 04级7班 学生姓名 指导老师
Infrared Remote Control System Abstract Red outside data correspondence the technique be currently within the scope of world drive extensive usage of a kind of wireless conjunction technique,drive numerous hardware and software platform support. Red outside the transceiver product have cost low, small scaled turn, the baud rate be quick, point to point SSL, be free from electromagnetism thousand Raos etc.characteristics, can realization information at dissimilarity of the product fast, convenience, safely exchange and transmission, at short distance wireless deliver aspect to own very obvious of advantage.Along with red outside the data deliver a technique more and more mature, the cost descend, red outside the transceiver necessarily will get at the short distance communication realm more extensive of application. The purpose that design this system is transmit cu stomer’s operation information with infrared rays for transmit media, then demodulate original signal with receive circuit. It use coding chip to modulate signal and use decoding chip to demodulate signal. The coding chip is PT2262 and decoding chip is PT2272. Both chips are made in Taiwan. Main work principle is that we provide to input the information for the PT2262 with coding keyboard. The input information was coded by PT2262 and loading to high frequent load wave whose frequent is 38 kHz, then modulate infrared transmit dioxide and radiate space outside when it attian enough power. The receive circuit receive the signal and demodulate original information. The original signal was decoded by PT2272, so as to drive some circuit to accomplish
本科毕业设计（论文）外文翻译基本规范 一、要求 1、与毕业论文分开单独成文。 2、两篇文献。 二、基本格式 1、文献应以英、美等国家公开发表的文献为主（Journals from English speaking countries）。 2、毕业论文翻译是相对独立的，其中应该包括题目、作者（可以不翻译）、译文的出处（杂志的名称）（5号宋体、写在文稿左上角）、关键词、摘要、前言、正文、总结等几个部分。 3、文献翻译的字体、字号、序号等应与毕业论文格式要求完全一致。 4、文中所有的图表、致谢及参考文献均可以略去，但在文献翻译的末页标注：图表、致谢及参考文献已略去(见原文)。（空一行，字体同正文） 5、原文中出现的专用名词及人名、地名、参考文献可不翻译，并同原文一样在正文中标明出处。 二、毕业论文（设计）外文翻译 （一）毕业论文（设计）外文翻译的内容要求 外文翻译内容必须与所选课题相关，外文原文不少于6000个印刷符号。译文末尾要用外文注明外文原文出处。 原文出处：期刊类文献书写方法：[序号]作者（不超过3人，多者用等或et al表示）.题（篇）名[J].刊名（版本）,出版年，卷次（期次）：起止页次. 原文出处：图书类文献书写方法：[序号]作者.书名[M].版本.出版地：出版者,出版年.起止页次. 原文出处：论文集类文献书写方法：[序号]作者.篇名[A].编著者.论文集名[C]. 出版地：出版者，出版年.起止页次。 要求有外文原文复印件。 （二）毕业论文（设计）外文翻译的撰写与装订的格式规范 第一部分：封面
1.封面格式:见“毕业论文（设计）外文翻译封面”。普通A4纸打印即可。 第二部分：外文翻译主题 1.标题 一级标题，三号字，宋体，顶格，加粗 二级标题，四号字，宋体，顶格，加粗 三级标题，小四号字，宋体，顶格，加粗 2.正文 小四号字，宋体。 第三部分：版面要求 论文开本大小：210mm×297mm（A4纸） 版芯要求：左边距：25mm，右边距：25mm，上边距：30mm，下边距：25mm，页眉边距：23mm，页脚边 距：18mm 字符间距：标准 行距：1.25倍 页眉页角：页眉的奇数页书写—浙江师范大学学士学位论文外文翻译。页眉的偶数页书写—外文翻译 题目。在每页底部居中加页码。（宋体、五号、居中） 装订顺序是：封皮、中文翻译、英文原文复印件。
中英文资料外文翻译 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。
Real-time interactive optical micromanipulation of a mixture of high- and low-index particles Peter John Rodrigo, Vincent Ricardo Daria and Jesper Glückstad Optics and Plasma Research Department, Ris? National Laboratory, DK-4000 Roskilde, Denmark jesper.gluckstad@risoe.dk http://www.risoe.dk/ofd/competence/ppo.htm Abstract: We demonstrate real-time interactive optical micromanipulation of a colloidal mixture consisting of particles with both lower (n L < n0) and higher (n H > n0) refractive indices than that of the suspending medium (n0). Spherical high- and low-index particles are trapped in the transverse plane by an array of confining optical potentials created by trapping beams with top-hat and annular cross-sectional intensity profiles, respectively. The applied method offers extensive reconfigurability in the spatial distribution and individual geometry of the optical traps. We experimentally demonstrate this unique feature by simultaneously trapping and independently manipulating various sizes of spherical soda lime micro- shells (n L≈ 1.2) and polystyrene micro-beads (n H = 1.57) suspended in water (n0 = 1.33). ?2004 Optical Society of America OCIS codes: (140.7010) Trapping, (170.4520) Optical confinement and manipulation and (230.6120) Spatial Light Modulators. References and links 1. A. Ashkin, “Optical trapping and manipulation of neutral particles using lasers,” Proc. Natl. Acad. Sci. USA 94, 4853-4860 (1997). 2. K. Svoboda and S. M. Block, “Biological applications of optical forces,” Annu. Rev. Biophys. Biomol. Struct. 23, 247-285 (1994). 3. D. G. Grier, “A revolution in optical manipulation,” Nature 424, 810-816 (2003). 4. M. P. MacDonald, G. C. Spalding and K. Dholakia, “Microfluidic sorting in an optical lattice,” Nature 426, 421-424 (2003). 5. J. Glückstad, “Microfluidics: Sorting particles with light,” Nature Materials 3, 9-10 (2004). 6. A. Ashkin, “Acceleration and trapping of particles by radiation-pressure,”Phys. Rev. Lett. 24, 156-159 (1970). 7. A. Ashkin, J. M. Dziedzic, J. E. Bjorkholm and S. Chu, “Observation of a single-beam gradient force optical trap for dielectric particles,” Opt. Lett. 11, 288-290 (1986). 8. K. Sasaki, M. Koshioka, H. Misawa, N. Kitamura, and H. Masuhara, “Optical trapping of a metal particle and a water droplet by a scanning laser beam,” Appl. Phys. Lett. 60, 807-809 (1992). 9. K. T. Gahagan and G. A. Swartzlander, “Trapping of low-index microparticles in an optical vortex,” J. Opt. Soc. Am. B 15, 524-533 (1998). 10. K. T. Gahagan and G. A. Swartzlander, “Simultaneous trapping of low-index and high-index microparticles observed with an optical-vortex trap,” J. Opt. Soc. Am. B 16, 533 (1999). 11. M. P. MacDonald, L. Paterson, W. Sibbett, K. Dholakia, P. Bryant, “Trapping and manipulation of low-index particles in a two-dimensional interferometric optical trap,” Opt. Lett. 26, 863-865 (2001). 12. R. L. Eriksen, V. R. Daria and J. Glückstad, “Fully dynamic multiple-beam optical tweezers,” Opt. Express 10, 597-602 (2002), https://www.doczj.com/doc/173104934.html,/abstract.cfm?URI=OPEX-10-14-597. 13. P. J. Rodrigo, R. L. Eriksen, V. R. Daria and J. Glückstad, “Interactive light-driven and parallel manipulation of inhomogeneous particles,” Opt. Express 10, 1550-1556 (2002), https://www.doczj.com/doc/173104934.html,/abstract.cfm?URI=OPEX-10-26-1550. 14. V. Daria, P. J. Rodrigo and J. Glückstad, “Dynamic array of dark optical traps,” Appl. Phys. Lett. 84, 323-325 (2004). 15. J. Glückstad and P. C. Mogensen, “Optimal phase contrast in common-path interferometry,” Appl. Opt. 40, 268-282 (2001). 16. S. Maruo, K. Ikuta and H. Korogi, “Submicron manipulation tools driven by light in a liquid,” Appl. Phys. Lett. 82, 133-135 (2003). #3781 - $15.00 US Received 4 February 2004; revised 29 March 2004; accepted 29 March 2004 (C) 2004 OSA 5 April 2004 / Vol. 12, No. 7 / OPTICS EXPRESS 1417