本科毕业设计方案外文翻译范本
毕业设计中英文翻译【范本模板】

英文The road (highway)The road is one kind of linear construction used for travel。
It is made of the roadbed,the road surface, the bridge, the culvert and the tunnel. In addition, it also has the crossing of lines, the protective project and the traffic engineering and the route facility。
The roadbed is the base of road surface, road shoulder,side slope, side ditch foundations. It is stone material structure, which is designed according to route's plane position .The roadbed, as the base of travel, must guarantee that it has the enough intensity and the stability that can prevent the water and other natural disaster from corroding.The road surface is the surface of road. It is single or complex structure built with mixture。
The road surface require being smooth,having enough intensity,good stability and anti—slippery function. The quality of road surface directly affects the safe, comfort and the traffic。
本科毕业论文英文翻译格式模板

毕业论文(设计)
英文翻译
姓名
学号
所在学院
专业班级 2007级信科2班
指导教师
日期 2011年3月30 日
英文原文(三号宋体加粗,段前0.5行,段后0.5行,居中)
Introduce a kind of dormancy of using- restore to the throne in theoperation way and improve the anti-interference ability method of the one-chip computer;Analyse its scope of application, provide and use the circuit concretly; Combine the instance, analyse the characteristic of the hardware and software design under these kind of operation way. (Times new Roman小四,1.25倍行,段前0行,段后0行,两端对齐)
中文翻译(三号宋体加粗,段前0.5行,段后0.5行,居中)
介绍一种用休眠-复位运行方式提高单片机抗干扰能力的方法;分析其适用范围,给出具体应用电路;结合实例,分析这种运行方式下硬件和软件设计的特点。
(小四,1.25倍行,段前0行,段后0行,两端对齐)。
本科毕业设计外文翻译(中文)

本科生毕业设计(论文)外文翻译外文原文题目:Real-time interactive optical micromanipulation of a mixture of high- and low-index particles中文翻译题目:高低折射率微粒混合物的实时交互式光学微操作毕业设计(论文)题目:阵列光镊软件控制系统设计姓名:任有健学院:生命学院班级:06210501指导教师:李勤高低折射率微粒混合物的实时交互式光学微操作Peter John Rodrigo Vincent Ricardo Daria Jesper Glückstad丹麦罗斯基勒DK-4000号,Risø国家实验室光学和等离子研究系jesper.gluckstad@risoe.dkhttp://www.risoe.dk/ofd/competence/ppo.htm摘要:本文论证一种对于胶体的实时交互式光学微操作的方法,胶体中包含两种折射率的微粒,与悬浮介质(0n )相比,分别低于(0L n n <)、高于(0H n n >)悬浮介质的折射率。
球形的高低折射率微粒在横平板上被一批捕获激光束生成的约束光势能捕获,捕获激光束的横剖面可以分为“礼帽形”和“圆环形”两种光强剖面。
这种应用方法在光学捕获的空间分布和个体几何学方面提供了广泛的可重构性。
我们以实验为基础证实了同时捕获又独立操作悬浮于水(0 1.33n =)中不同尺寸的球形碳酸钠微壳( 1.2L n ≈)和聚苯乙烯微珠( 1.57H n =)的独特性质。
©2004 美国光学学会光学分类与标引体系编码:(140.7010)捕获、(170.4520)光学限制与操作和(230.6120)空间光调制器。
1 引言光带有动量和角动量。
伴随于光与物质相互作用的动量转移为我们提供了在介观量级捕获和操作微粒的方法。
过去数十年中的巨大发展已经导致了在生物和物理领域常规光学捕获的各种应用以及下一代光学微操作体系的出现[1-5]。
毕业设计-外文翻译 正确格式范例

天津科技大学本科生毕业设计(论文)外文资料翻译学院:材料科学与化学工程学院专业:高分子材料与工程姓名:阮孝顺学号:10032411指导教师(签名):2014年3月15日基底机械附着防水体系ACC板适宜性的确认及其高风压下的强度Michal Bartko a, Hiroyuki Miyauchi a,*, Kyoji Tanaka ba忠南大学,305-764,大田,南韩b日本东京工业大学,226-8503,神奈川县,日本2012年9月7日收到,2013年5月9日收到修改稿,2013年5月19日接受,2013年6月19日发表【摘要】受到强风的影响,机械连接防水体系的蒸气压混凝土板(AAC)的可靠性需要验证。
通过静态和动态拉伸试验研究AAC面板紧固件的优点。
对最常用的机械和化学紧固件的优点和AAC断裂类型进行测试观察。
静态强度值介于2.0至5.0kN之间,动态强度下降范围在1.5到2.2kN之间。
而且,我们创造性的应用了弹性粘合剂来代替常用的环氧树脂从而广泛的消除了ACC断裂。
我们使用专门设计和生产的恒定负载型动态测试仪,检查完整的机械连接的防水体系的特征。
我们测试了两种聚氯乙烯(PVC)卷材的类型和两种不同的卷材和圆盘连接方法。
重复实验,直到失败的次数高达100,000次,并记录在相同强度的强风下实际屋顶发生的断裂类型。
也发现了紧固件的动态强度和完全防水体系之间的关系,证明了AAC面板有足够承载力能够作为机械连接防水体系的基底,也探究出了确定紧固件最大间距的方法。
2013年爱思唯尔公司保留所有权。
【关键词】:机械连接防水体系;AAC镶基板;阻力风;静态和动态测试;断口模式;体系设计方法2013年爱思唯尔公司保留所有权。
1.前言机械连接防水体系是一种干式防水体系,有几个优势,比如不受裂缝和联合移动的影响。
该防水体系适用于多种类型的基板,安装简单容易,可以方便的修复,在技术上和经济上可行。
因此,该体系在日本和全球的使用量正在增长。
本科毕业设计外文文献翻译

(Shear wall st ructural design ofh igh-lev el fr ameworkWu Jiche ngAbstract : In t his pape r the basic c oncepts of man pow er from th e fra me sh ear w all str uc ture, analy sis of the struct ur al des ign of th e c ont ent of t he fr ame she ar wall, in cludi ng the seism ic wa ll she ar spa本科毕业设计外文文献翻译学校代码: 10128学 号:题 目:Shear wall structural design of high-level framework 学生姓名: 学 院:土木工程学院 系 别:建筑工程系 专 业:土木工程专业(建筑工程方向) 班 级:土木08-(5)班 指导教师: (副教授)nratiodesign, and a concretestructure in themost co mmonly usedframe shear wallstructurethedesign of p oints to note.Keywords: concrete; frameshearwall structure;high-risebuildingsThe wall is amodern high-rise buildings is an impo rtant buildingcontent, the size of theframe shear wall must comply with building regulations. The principle is that the largersizebut the thicknessmust besmaller geometric featuresshouldbe presented to the plate,the force is close to cylindrical.The wall shear wa ll structure is a flatcomponent. Itsexposure to the force along the plane level of therole ofshear and moment, must also take intoaccountthe vertical pressure.Operate under thecombined action ofbending moments and axial force andshear forcebythe cantilever deep beam under the action of the force levelto loo kinto the bottom mounted on the basis of. Shearwall isdividedinto a whole walland theassociated shear wall in theactual project,a wholewallfor exampl e, such as generalhousingconstruction in the gableor fish bone structure filmwalls and small openingswall.Coupled Shear walls are connected bythecoupling beam shear wall.Butbecause thegeneralcoupling beamstiffness is less thanthe wall stiffnessof the limbs,so. Walllimb aloneis obvious.The central beam of theinflection pointtopay attentionto thewall pressure than the limits of the limb axis. Will forma shortwide beams,widecolumn wall limbshear wall openings toolarge component atbothen ds with just the domain of variable cross-section ro din the internalforcesunder theactionof many Walllimb inflection point Therefore, the calcula tions and construction shouldAccordingtoapproximate the framestructure to consider.The designof shear walls shouldbe based on the characteristics of avariety ofwall itself,and differentmechanical ch aracteristicsand requirements,wall oftheinternalforcedistribution and failuremodes of specific and comprehensive consideration of the design reinforcement and structural measures. Frame shear wall structure design is to consider the structure of the overall analysis for both directionsofthehorizontal and verticaleffects. Obtain theinternal force is required in accordancewiththe bias or partial pull normal section forcecalculation.The wall structure oftheframe shear wall structural design of the content frame high-rise buildings, in the actual projectintheuse of themost seismic walls have sufficient quantitiesto meet thelimitsof the layer displacement, the location isrelatively flexible. Seismic wall for continuous layout,full-length through.Should bedesigned to avoid the wall mutations in limb length and alignment is notupand down the hole. The sametime.The inside of the hole marginscolumnshould not belessthan300mm inordertoguaranteethelengthof the column as the edgeof the component and constraint edgecomponents.Thebi-direc tional lateral force resisting structural form of vertical andhorizontalwallconnected.Each other as the affinityof the shear wall. For one, two seismic frame she ar walls,even beam highratio should notgreaterthan 5 and a height of not less than400mm.Midline columnand beams,wall midline shouldnotbe greater tha nthe columnwidthof1/4,in order toreduce thetorsional effect of the seismicaction onthecolumn.Otherwisecan be taken tostrengthen thestirrupratio inthe column tomake up.If theshear wall shearspan thanthe big two. Eventhe beamcro ss-height ratiogreaterthan 2.5, then the design pressure of thecut shouldnotmakeabig 0.2. However, if the shearwallshear spanratioof less than two couplingbeams span of less than 2.5, then the shear compres sion ratiois notgreater than 0.15. Theother hand,the bottom ofthe frame shear wallstructure to enhance thedesign should notbe less than200mmand notlessthanstorey 1/16,otherpartsshouldnot be less than 160mm and not less thanstorey 1/20. Aroundthe wall of the frame shear wall structure shouldbe set to the beam or dark beamand the side columntoform a border. Horizontal distributionofshear walls can from the shear effect,this design when building higher longeror framestructure reinforcement should be appropriatelyincreased, especially in the sensitiveparts of the beam position or temperature, stiffnesschange is bestappropriately increased, thenconsideration shouldbe givento the wallverticalreinforcement,because it is mainly from the bending effect, andtake in some multi-storeyshearwall structurereinforcedreinforcement rate -likelessconstrained edgeofthecomponent or components reinforcement of theedge component.References: [1 sad Hayashi,He Yaming. On the shortshear wall high-rise buildingdesign [J].Keyuan, 2008, (O2).高层框架剪力墙结构设计吴继成摘要: 本文从框架剪力墙结构设计的基本概念人手, 分析了框架剪力墙的构造设计内容, 包括抗震墙、剪跨比等的设计, 并出混凝土结构中最常用的框架剪力墙结构设计的注意要点。
毕业设计外文翻译样本

Influence of underground water seepage flow on surrounding rockdeformation of multi-arch tunnelAbstract: Based on a typical multi-arch tunnel in a freeway, the fast Lagrangian analysis of continua in3 dimensions(FLAC ) was used to calculate the surrounding rock deformation of the tunnel under which the effect of underground water seepage flow was taken into account or not. The distribution of displacement field around the multi-arch tunnel, which is influenced by the seepage field, was gained. The result indicates that the settlement values of the vault derived from coupling analysis are bigger when considering the seepage flow effect than that not considering. Through the contrast of arch subsidence quantities calculated by two kinds of computation situations, and the comparison between the calculated and measured value of tunnel vault settlement, it is found that the calculated value(5.7−6.0 mm) derived from considering the seepage effect is more close to the measured value(5.8−6.8 mm). Therefore, it is quite necessary to consider the seepage flow effect of the underground water in aquiferous stratum for multi-arch tunnel design. key words: multi-arch tunnel; underground water seepage flow; coupling flow and stress; surrounding rock deformation; vault settlement1 IntroductionWith high speed development of our national economy, the highway is constructed on large-scale all around the country. Along the freeway from Changsha to Chongqing(one section of which is from Changde to Jishou), many tunnels have to be constructed. As these tunnels’s topography and geomorphic conditions are very complex and the rain is very rich, the invasion of underground water and surface water is a difficult problem in the tunnel construction and its future function. In the past railway and highway tunnel construction, some effective waterproof construction technologies were proposed . But the researches on the mechanism of coupling function of fluid and stress and its influence on tunnels are not enough. For example, LIU and CHENcalculated and analyzed the double-arch tunnel structure in water-eroded groove but did not consider the underground water seepage force. YANG et al studied the earthquake response of large span and double-arch shallow tunnel, combining with dynamic stress but without underground water seepage stress. In fact, tunnel excavation forms two secondary stresses fields that can change the distribution of initial rock stress field and theunderground water seepage field. And the seepage flow of underground water also has importantinfluence on the stability of tunnel.Generally speaking, when the surface water seeps in underground, it will constitute the initial seepage flow field together with the underground water. But after tunnel excavation the initial seepage flow field will be destructed. In order to achieve a newbalance, it can produce a new seepage flow field around the tunnel with the underground water flowing into the tunnel. The pore-water pressure can change the stress field of adjacent rock mass. This problem is the coupling flow and stress question on which some scholars study now . LI et al analyzed the subsea tunnel withcoupling process and LEE and NAM discussed the seepage flow force around the tunnel with coupling analysis. In order to know the effect of underground water seepage flow on the surrounding rock deformation of tunnel, a multi-arch tunnel(named Bi-Ma-Xi tunnel) engineering was analyzed with FLAC in this work.2 Engineering and geology conditions2.1 TopographyThe tunnel locates at a hill on long-term weathering and denudation action. In the tunnel area, there are some gullies that primarily s trike towards north and some strike from east to north. Tunnel axis direction and topographic contour line are intersected with orthogonal or a great angle at section K218+087−K218+380 and with a small angle or even parallel at section K218+380− K218+565. The topography is rather steep and forms a “V” type gully. The general hill strike is about 340˚, which is close from north to south. The topography slope is about 15˚−35˚. The green vegetation is mainly the small bamboo and herbaceous plants. The rock bed is visible in some places.2.2 Lithologyccording to engineering geology survey and drilling exposure data, the stratum of3D [1−3] 4][5]surveying area from young to old is as follows.The Quaternary Holocene(Qh): the soil-like loam layer, snuff color, plastic-stiffly,0−4.60 m thick. This layer is ignored in numerical model.The Upper Cretaceous (K2j): Sandstone layer, red brown or palm fibre or dust colour,fine-grained structure. The calcareous cemented rock layer is mixed with mud cemented rock layer and the former is the main part and it is thin and medium thickness structural layer. The horizontal bedding layer develops and the dip angle is small. According to weathered degree the stratum can be divided into three layers from the top down: intensely, weakly and tinily weathered layer. The sketch map of geology section is shown in Fig.1.Fig.1 Sketch of geological profile for tunnel2.3 Geology constitutionIn tunnel area there is no large fracture structure and nor any new tectogenesis. The geology constitution is a monoclinal structure. The rock dip direction of general occurrence is 95˚−115˚. The dip angle distribution ranges from 8˚ to15˚. Three sets of joint crack develop: 1) dip direction 148˚, dip angle 89˚;2) dip direction 350˚, dip angle 56˚; 3) dip direction 225˚, dip angle 77˚. The joint cracks mostly twist with pressure and crack faces are almost close. Minorities of the crack faces are patulous and the distance between two cracks often varies from 5 to 20 cm. The connectivity is fairly good.3 Construction of 3D numerical model3.1 model of numerical calculationThis tunnel is a freeway multi-arch tunnel, of which the left one and right one are general parallel. The two tunnels are about symmetrical by the middle arch wall. The average thickness of middle wall is 2.1 m. The key dimensions of tunnel section are shown in Fig.2.Fig.2 Sketch of multi-tunnel cross section (unit: cm)When modeling the tunnel, the direction along the tunnel is y-axis and in horizontal plane the perpendicularity of tunnel direction is x-axis and plumb upward is z-axis. The influence of tunnel excavation is considered. The radius of influence range is above 3 times of one tunnel span. So in width direction, 50 m extends respectively outside the left and right tunnel, plus the span itself, width direction calculation range is 125 m. Downwards from the original point is 3 times of the height of the tunnel, which equals 45 m and upward is till the earth’s surface (does not consider the clay layer, calculating depth range includes intensely, weakly, tinily weathered red sandstone from above to below respectively). The buried depth of the tunnel is about 25 m. Plus the 10 m of its height, in z-axis the depth is 80 m. Along the tunnel direction an unit length is considered because tunnel excavation can be considered asa plane-strain problem. The size of the 3D numerical model is 125 m×80 m×1 m. The 3D numerical model and its coordinate axis location are shown in Fig.3.Fig.3 3D numerical model of tunnel in FLACThe displacement boundary conditions are adopted in numerical model. Bottom border is constrained with vertical displacement and upper border is free border. Both left and right border are restrained with horizontal displacement. The same boundary conditions are applied in both the front and back borders in y-axis.3.2 Calculation parametersThe mechanics parameters in numerical analysis are provided by geotechnical engineering investigation data and combined with the national criterion need and parameters discount request in numerical simulation. The mechanics parameters of the surrounding rock and the C25 concrete middle arch wall are listed in Table 1. The surrounding rock and the concrete intensity criteria adopted is the elastic-plastic criterion of Mohr-Coulomb. Table 2 shows the surrounding rock relevant seepage flow parameters when coupling problem is considered in numerical simulation. Table 3 lists the parameters of shot concrete(primary lining) and anchor support structure of the multi-arch tunnel. In this calculation process, the parameters of Grade IV surrounding rock supporting system are adopted. And only the affection of the anchor and shotconcrete is considered. The effect of secondary lining is not considered in numerical simulation.4 Discussion on calculation results4.1 Surrounding rock deformation characteristics without underground water seepage flowBased on the established numerical model, the process in which the underground water seepage flow function was not considered was carried on by FLAC . Fig.4 shows the vertical displacement contour-line map in this instance after multi-arch tunnel excavation. From Fig.4 it can be obviously seen that nearby the tunnel excavation region the rock deformation is relatively serious. The vault rock displacement is negative, indicating that the displacement direction is vertical downwards and subsidence occurs. But around the tunnel bottom the surrounding rock displacement is positive, indicating that the direction is vertical upwards and bulging phenomenon occurs.In the process of numerical calculation, the left and right tunnels were simulated simultaneously, namely they were excavated in the identical section plane simultaneously, that is to say, the influence of the construction order is not considered. In the computation process ofFLAC , some interesting grid points were selected to monitor their vertical displacement. The monitored grid points’ number and corresponding coordinate position are listed in Table 4.Fig.5 shows the time process curves of z-displacement (absolute value) of the monitored grid points around left tunnel vault. From Fig.5 it can be seen that the vertical displacement value(or called settlement value) of tunnel vault surrounding rock has relationship with its own position. The clos er the grid point’s position away from the tunnel excavation region, the larger the settlement value. For example, on the middle upper grid point (41 ) of left tunnel, its final calculation settlement value is 3.7 mm, and another grid poi nts’ values are getting smaller with the distance becoming longer.Fig.5 Time process curves of z-displacement of monitored grid points around le ft tunnel vault4.2 Surrounding rock deformation characteristics with underground water seepage flowThe influencing factors of surrounding rock deformation after tunnel excavation in Refs.[10−13], mainly concentrating on the grade of surrounding rock, excavating and supporting method, the neighbor construction load and the construction working procedure. Generally it almost does not consider the influence of underground water seepage flow. But in fact, the underground water existence has important influence on the surrounding rock deformation. For instance, in the excavation and tunnel engineering, the underground water seepage flow can cause quite big displacement of the soil or rock mass and even threaten the safety of engineering . In this study, some quantitative researches on the influence of surrounding rock deformation were carried out by underground water seepage flow.The stratum is fully saturated with water before tunnel is excavated. The seepage flow boundary condition includes that thepore-water pressure of the top surface is limited to zero and the two sides as well as the base boundary are water-proof boundaries . Before tunnel excavation the pore pressure of the stratum is hydro-static pressure. After tunnel excavation, around the tunnel excavation boundary is simulated by a free water seepage flow boundary where the adjacent underground water infiltrates into the excavated area. And the seepage flow field of surrounding rock has been changed with the excavation being carried on. Then the coupling analysis was executed by FLAC .Fig.6 shows the vertical displacement contour-line map after multi-arch tunnel excavation when considering the underground water seepage flow function. Obviously it can be seen that in coupling analysis the arch subsidence quantity is larger than that of not considering seepage function andthe affected region is also wider than that of the former as shown in Fig.4.Fig.6 z-displacement contour-line map of surrounding rock when considering underground water seepage flow function (unit: mm)coupling analysis, as the change of pore pressure in surrounding rock, the effective stress will be changed and it will cause the rock porosity ratio to reduce, leading to a larger arch subsidence quantity compared with that of not considering the seepage flow effect. But the vertical displacements at the bottom of the tunnel are not changed a lot. Fig.7 shows the calculated vertical displacement value for both vault’s middle position (grid point 41 and gridpoint 52 ). It can be seen that the subsidence quantity gradually increases with computation development, after finally tends to its new balance, both vault’s vertical displacement quantities finally stabilize at about 5.7 mm and the two time process curves are basically consistent.Fig.7 Curves of both vault’s node displacement vs calculation stepsFig.8 shows the time process curves of z -displacement(absolute value) of the monitored grid points around the left tunnel vault when taking the underground water seepage flow intoconsideration. Contrasting with Fig.5 it is obviously seen that the settlement value of 41 grid point is increased and reaches 5.7 mm. And to the other monitored grid points, their subsidence quantities also basically tend to 5.0 mm. The calculation subsidence quantities do not change when their relative positions changes.Fig.8 Time process curves of vault settlement when taking underground water seepage f low into consideration4.3 Comparison of deformation measurement results of surrounding rock In the process of excavating, the Bi Ma-Xi tunnel, the inspecting and consulting company of the fourth investigation and design institute of Chinese Railways Ministry monitored the surrounding rock deformation. Fig.9 shows the monitored vault settlement curves at sections K218+280 and K218+310.#Fig.9 Curves of measured value of vault settlement in process of left tunnel excavationComparing Fig.9 with Fig.5 and Fig.8, the maximal vault settlement calculation value is 3.7 mm when without considering underground water seepage flow, and when taking it into consideration the maximal calculation value is equal to 5.7 mm. And the practical monitored results reach 6.5 mm and tend to be stable after 2 months when the tunnel is excavated. The case fits very well with the coupling analysis result. The vault settlement measurement values in this multi-arch tunnel are all basically leveled off between 5.8 mm and 6.8 mm.The calculation results of coupling fluid-mechanical analysis are slightly smaller than the measured results. The reason is that the numerical calculation is thought as converged when the maximal unbalanced force in surrounding rock tends to a less value after tunnel excavation. And it does not consider the effect of actual time. The parameters in calculating unavoidably exist difference with the parameter of rock mass in reality. These reasons lead to the difference between the coupling analysis and the engineering measurement. But the results obtained in section 4.1 are less than the measuring results considering it indicates that the numerical analysis without underground water seepage flow cannot meet the need of engineering.5 Conclusions1) When underground water seepage flow function is considered in coupling fluid-mechanical analysis, the calculation vault settlements have finally achieved5.7−6.0 mm with the interaction of undergroundwater seepage flow and stress release in surrounding rock around the tunnel. The coupling calculation results are very close to the vault measurement settlement. It indicates that constructing tunnels in aquiferous stratum the underground water seepage flow effect must be considered in the design phase.2) The settlement of the surrounding rock above the tunnel has close relationship with its own position. The region near the tunnel excavation zone has the biggest rock deformation, so it should promptly complete supporting measures. When not considering the seepage flow function, the farther the region, the smaller the rock deformation; but when considering the seepage flow function, the settlement of the surrounding rock is above the tunnel and then basically tends to stable in shallower tunnel and it has obviously influence on the ground surface subsidence.地下水渗流对双连拱隧道围岩变形的影响摘要:一般来说,对于高速公路双连拱隧道,用FLAC3D计算隧道围岩变形时是没有考虑到地下水渗流影响的。
(完整版)本科生_毕业设计说明书外文文献及翻译_

Computer networking summarizeNetworking can be defined as the linking of people, resources and ideas. Networking occurs via casual encounters, meetings, telephone conversation, and the printed words. Now the computer networking provide beings with new networking capabilities. Computer network are important for services because service tasks are information intensive. During the is transmitted between clients, coworkers, management, funding sources, and policy makers. Tools with rapidly speed up communication will dramatically affect services.Computer network growing explosively. Two decades ago, few people essential part of our infrastructure. Networking is used in every aspect of business, including advertising, production, shipping, planning, bulling, and accounting. Consequently, most corporations in on-line libraries around the world. Federal, state, and local government offices use networks, as do military organizations. In short, computer networks are everywhere.The growth in networking economic impact as well. An entire industry jobs for people with more networking expertise. Companies need workers to plan, acquire, install, operate, and manage the addition computer programming is no longer restricted to individual computers; programmers are expected to design and implement application software that can communicate with software on other computers.Computer networks link computers by communication lines and software protocols, allowing data to be exchanged rapidly and reliably. Traditionally, they split between wide area networks (WANs) and local area networks (LANs). A WAN is a network connected over long-distance telephone lines, and a LAN is a localized network usually in one building or a group of buildings close together. The distinction, computers. Today networks carry e-mail, provide access to public databases, and are beginning to be used for distributed systems. Networks also allow users in one locality to share expensive resources, such as printers and disk-systems.Distributed computer systems are built using networked computers that cooperate to perform tasks. In this environment, each part of the networked system does what it is best at. The of a personal computer or workstation provides a good user interface. The mainframe, on the other the results to the users. In a distributed environment, a user might use in a special language (e. g. Structured Query Language-SQL), to the mainframe, which then parrrses the query, returning the user only the data requested. The user might then use the data. By passing back the user’s PC only the specific information requested, network traffic is reduced. If the whole file were transmitted, the PC would then of one network to access the resources on a different type of network. For example, a gateway could be used to connect a local area network of personal computers to a mainframe computer network. For example, if a company this example, using a bridge makes more sense than joining all thepersonal computers together in one large network because the individual departments only occasionally need to access information on the other network.Computer networking technology can be divided into four major aspects.The first is the data transmission. It explains that at the lowest level electrical signals traveling across wires are used to carry information, and shows be encoded using electrical signals.The second focuses on packet transmission. It explains why computer network use packets, and shows . LANs and WANs discussed above are two basic network.The third covers internetworking—the important idea that allows system, and TCPIP, the protocol technology used in global internet.The fourth explains networking applications. It focuses on , and programs provide services such as electronic mail and Web browsing.Continued growth of the global Internet is one of most interesting and exciting phenomena in networking. A decade ago, the Internet was a research project that involved a few dozen sites. Today, the Internet into a production communication system that reaches millions of people in almost all countries on all continents around the world. In the United States, the Internet connects most corporations, colleges and universities, as well as federal, state, and local government offices. It will soon reach most elementary,junior, and senior addition, many private residences can reach the Internet through a dialup telephone connection. Evidence of the Internet’s impact on society can be seen in advertisements, in magazines and on television, which often contain a reference to an Internet Web site that provide additional information about the advertiser’s products and services.A large organization with diverse networking requirements needs multiple physical networks. More important, if the organization chooses the type network that is best for each task, the organization will network can only communicate with other computers attached to same network. The problem became evident in the 1970s as large organizations began to acquire multiple networks. Each network in the organizations formed an island. In many early installations, each computer attached to a single network and employees employees was given access to multiple svreens and keyboards, and the employee was forced to move form one computer to another to send a massage across the appropriate network. Users are neither satisfied nor productive when they must use a separate computer. Consequently, most modern computer communication syetem allow communication between any two computers analogous to the way a telephone system provides communication between any two telephones. Known as universal service, the concept is a fundamental part of networking. With universal service, a user on any computer in any part of an organization can send messages or data to any other users. Furthermore, a user does not need to change computer systems whenchanging tasks—all information is available to all computers. As a result, users are more productive.The basic component used to commect organization to choose network technologies appropriate for each need, and to use routers to connect all networks into a single internet.The goal of internetworking is universal service across an internet, routers must agree to forward information from a source on one network to a specified destination on another. The task is complex because frame formats and addressing schemes used by underlying networks can differ. As s resulrt, protocol software is needed on computers and routers make universal service possible. Internet protocols overcome differences in frame formats and physical addresses to make communication pissible among networks that use different technologies.In general, internet software provides the appeatrance of a single, seamless communication system to which many computers attach. The syetem offers universal service :each computer is assigned an address, and any computer can send a packet to any other computer. Furthermore, internet protocol software —neither users nor application programs are a ware of the underlying physical networks or the routers that connect them.We say that an internet is a virtual network system because the communication system is an abstraction. That is, although a combination of of a uniform network syetem, no such network exists.Research on internetworking modern networking. In fact,internet techmology . Most large organizations already use internetworking as primary computer communication mechanism. Smaller organizations and individuals are beginning to do so as well. More inportant, the TCPIP technology computers in schools, commercial organications, government, military sites and individuals in almost all countries around the world.电脑网络简述网络可被定义为人、资源和思想的联接。
本科毕业设计(论文)外文翻译

重金属污染存在于很多工业的废水中,如电镀,采矿,和制革。
2.实验
2.1化学药剂
本实验所使用的药剂均为分析纯,如无特别说明均购买自日本片山化工。铅离子储备液通过溶解Pb(NO3)2配制,使用时稀释到需要的浓度。HEPES缓冲液购买自Sigma–Aldrich。5 mol/L的HCl和NaOH用来调整pH。
附5
华南理工大学
本科毕业设计(论文)翻译
班级2011环境工程一班
姓名陈光耀
学号201130720022
指导教师韦朝海
填表日期
中文译名
(1)巯基改性纤维素对葡萄糖溶液中铅的吸附(2)黄原酸化橘子皮应用于吸附水中的铅离子
外文原文名
(1)Adsorption of Pb(II) from glucose solution on thiol-functionalized cellulosic biomass
2.5分析方法
铅离子的浓度用分光光度计在616 nm波长处用铅与偶氮氯膦-III络合物进行分析。葡萄糖含量采用苯酚—硫酸分光光度法测定。所有的实验均进行三次,已经考虑好误差。
3.结果和讨论
3.1FTIR分析和改性脱脂棉对铅(II)的吸附机制
图1是脱脂棉、改性脱脂棉在400-4000 cm-1(A)和2540-2560 cm-1(B)范围内的红外光谱图。可以看出,改性后改性脱脂棉的红外光谱图中在1735.71 cm-1处出现了一个新的吸收峰是酯基C=O的拉伸振动峰,可见改性脱脂棉中已经成功引入巯基官能团。同时,在2550.52 cm-1出现的一个新吸收峰代表的是S-H官能团的弱吸收峰,更深一层的证明了巯基已经嫁接到脱脂棉上。图1(b)是2540-2560 cm-1光谱范围的一个放大图像,可以清楚的观察到S-H官能团的弱吸收峰。进一步证明了酯化改性脱脂棉引入巯基是成功的。而从吸附后的曲线可以看到,2550.52cm-1处S-H的吸收峰消失,证明了硫原子和Pb(II)络合物的形成,同时1735.71cm-1处C=O的吸收峰强度看起来有轻微的减弱可能也是和Pb(II)的络合吸附有关。
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I / 11本科毕业设计外文翻译<2018届)论文题目基于WEB 的J2EE 的信息系统的方法研究作者姓名[单击此处输入姓名]指导教师[单击此处输入姓名]学科(专业>所在学院计算机科学与技术学院提交日期[时间]基于WEB的J2EE的信息系统的方法研究摘要:本文介绍基于工程的Java开发框架背后的概念,并介绍它如何用于IT 工程开发。
因为有许多相同设计和开发工作在不同的方式下重复,而且并不总是符合最佳实践,所以许多开发框架建立了。
我们已经定义了共同关注的问题和应用模式,代表有效解决办法的工具。
开发框架提供:<1)从用户界面到数据集成的应用程序开发堆栈;<2)一个架构,基本环境及他们的相关技术,这些技术用来使用其他一些框架。
架构定义了一个开发方法,其目的是协助客户开发工程。
关键词:J2EE 框架WEB开发一、引言软件工具包用来进行复杂的空间动态系统的非线性分析越来越多地使用基于Web的网络平台,以实现他们的用户界面,科学分析,分布仿真结果和科学家之间的信息交流。
对于许多应用系统基于Web访问的非线性分析模拟软件成为一个重要组成部分。
网络硬件和软件方面的密集技术变革[1]提供了比过去更多的自由选择机会[2]。
因此,WEB平台的合理选择和发展对整个地区的非线性分析及其众多的应用程序具有越来越重要的意义。
现阶段的WEB发展的特点是出现了大量的开源框架。
框架将Web开发提到一个更高的水平,使基本功能的重复使用成为可能和从而提高了开发的生产力。
在某些情况下,开源框架没有提供常见问题的一个解决方案。
出于这个原因,开发在开源框架的基础上建立自己的工程发展框架。
本文旨在描述是一个基于Java的框架,该框架利用了开源框架并有助于开发基于Web的应用。
通过分析现有的开源框架,本文提出了新的架构,基本环境及他们用来提高和利用其他一些框架的相关技术。
架构定义了自己开发方法,其目的是协助客户开发和事例工程。
应用程序设计应该关注在工程中的重复利用。
即使有独特的功能要求,也有常见的可用模式使用,这使得它们的设计和开发能重用。
本文介绍了一个“自定义”框架,这个框架用来定义能被开发者使用的相同的应用问题和定义设计模式。
这个框架,我们将称之为某某开发框架,提供了一套模式和工具,建立了行业最佳实践,使之适合常见的应用问题。
它提供了一个从表示到集成的应用程序开发堆栈。
本文阐明了这些应用问题和模式,工具和行业最佳实践。
某某开发框架可以根据各种工程的需求进行定制。
它的开发和配置是基于诸如Struts、Spring、Hibernate和JUnit之类的各种框架和工具。
二、开发框架的主要技术2.1 代码和配置的层与层之间的分离Web应用程序有各种设计问题,如表现,商业逻辑,数据存取和安全性。
不同的代码层的分离设计有如下几个方面的优势,如:便于维修,实施良好设计模式的能力,选择专门的工具的能力和具体问题的解决技术。
将一个工程进行层与层之间的分离导致了这些层之间的依赖关系。
例如,一个简单的使用案例,它涉及数据的输入和查询通常必须整合表示,业务逻辑和数据访问以达到所需的功能[3]。
因此,必须有一个明确的策略来管理这些依赖关系。
开发框架包括设计模式,可复用的代码和配置文件,使开发框架尽可能地容易的被使用。
这一框架使用Spring的反向控制来管理相依。
Spring框架[4]提供了一种方法整合各层成为一个应用工程。
它通过Spring应用上下文来完成这一目标,这是一个对象之间管理依赖策略。
Spring使用的依赖注入和拦截技术介绍如下。
我们所写的代码依赖于使用的对象。
它负责创建这些对象。
这可能导致紧耦合的,但我们希望我们的代码是松散耦合。
依赖注入是一个技术,可以帮助我们实现这一目标。
依赖注入是反向控制<IOC)的一种形式[5]。
当应用程序使用依赖注入时,代码将变得更加清洁和容易。
这就是松耦合,从而更容易配置和测试。
开发框架使用了多个Spring应用背景文件来定义层与层之间的依赖关系。
方法拦截是面向方面编程<AOP)概念[6]。
Spring AOP方法拦截是通过JDK 动态代理来实现的。
开发框架使用Spring AOP来管理问如交易管理和性能监测等问题。
开发框架包括两个不同的部分:代码和配置。
代码位于一个特定的应用层,并侧重于某一特定条件中的应用解决方案。
这可能要与数据库交互,或将数据显示给屏幕。
配置将应用的各个层联系在一起。
从代码中分离出配置使我们能够独立管理配置,使我们在同一代码基础上方便的进行不同的配置。
例如,数据访问对象<DAO)知道它是使用JDBC通过数据源来连接一个数据库的,但它不知道该数据源是如何实现的。
它可能是一个Java命名和目录接口<JNDI 上下文或是来自驱动程序。
它可以指向远程数据库或本地数据库。
无论数据来自何处,DAO执行操作数据源的方式是相同的。
同样,服务对象可能依赖于DAO ,但不知道DAO是如何实现,可能通过Hibernate,直接的JDBC ,或Web 服务。
互动服务对象与DAO有相同的方式,而不管DAO的实现。
Spring通过Spring应该上下文来管理我们的应用程序的整个配置,这些配置是一些XML文件。
我们可以在一个文件中定义应用的环境。
然而,我们可以在较小的文件中定义它来简化配置管理。
这样的应用环境文件的逻辑集合组成了一个被称之为配置集的完整的应用配置。
开发基于Java的企业应用的标准配置是在一个框架的配置中设置使用如数据源和JNDI的资源的外部资源。
这种类型的配置有些时候可能带来如下问题:<1)尚未加载完全的数据库。
开发人员可能要测试某些类型的数据的显示,但如果基础数据尚未完成,他们将无法做到这一点。
<2)服务或DAOs可能还未被开发。
整合未完成的服务或DAOs可能阻碍发展的进程。
这些问题降低了生产力。
开发框架已从它的代码中分散其配置,我们可以针对开发使用有选择的配置集。
这可以减轻我们对外部系统的可用性的担心,这对于解决开发的中间需求是不相关的。
开发框架定义了两种配置集:默认和独立。
我们还可以自定义应用,来增加基于我们工程需要的额外配置集。
默认配置使用在JNDI中的定义的数据源来连接数据库。
它完全使用了应用服务和DAOs 。
独立的配置设置对开发而言是最灵活的。
此配置集:<1)使用DriverManagerDataSource连接到任何本地安装的数据库或开发数据库;<2)使用Spring的DataSourceTransactionManager作为本地事务管理;<3)利用充分开发应用服务和DAOs;<4)充分利用Spring应用上下文在应用服务器以外进行运行和测试。
开发框架通过它的应用上下文进行配置。
应用上下文被定义一个或多个XML文件。
一个配置集是定义一个应用上下文的一套XML文件。
配置集包括两部分:服务和网络。
该服务定义了整合过程中的DAOs和资源。
一个配置不能同时完成这些部分。
开发框架配置集通过被Spring称之为bean映射上下文组合到一起,这些映射在beanRefContext.xml和applicationContextMapping.properties 中定义。
beanRefContext.xml文件定义所有的配置的服务部分。
此文件位于的src /服务工程的配置目录下。
应用上下文之间共享也是通过这个目录下的配置来实现的。
此外,各配置有自己的子目录,其中包含自己的特定配置。
例如服务和DAOs 通过配置集来共享,而支持服务<如数据源)则属于子目录。
XML文件在应用程序通过使用<bean>标记来定义Spring bean。
Spring bean是一个Java对象和通过应用上下文来初始化。
2.2 类及其关系利用开发框架,在一个典型工程中有如下的代码和配置:<a)Action,ActionForm类和validation.xml文件;<b)服务接口和实现类;<c)DAO接口和实现类;<d)以上这些的关系管理。
当我们开始我们例子的开发时,我们必须认识到所有这些类和他们的关系的重要性。
2.3 测试技术测试应是工程开发过程中的一个不可分割的组成部分的。
使用开发框架建立的应用程序,单元测试是指只测试服务或集成层的单一类。
表现层<Action 类)不执行单元测试。
这种测试的目的是保证每个类的行为封装与预期一致。
工程中的单元测试是基于JUnit框架的[7]。
与单元测试不同,集成测试需要测试代码之间的相互依赖性。
这种测试的目的是以确保各个不同的类<不同的开发者开发的)整合在一起时也能想期望一样的运作。
在功能测试过程中,重点是采用不同的场景进行功能的测试。
典型的功能测试包括在业务层用不同的数据进行类的测试。
为了执行不同类型的测试,工程在开发过程中必须是测试可测试的。
下面列出的可测试工程的一些基本特性。
<1)开发单元的简单和集成测试。
我们可以在没有数据源,或排队的情况下执行单元测试。
当然,我们也能模拟相依赖代码而进行测试。
<2)有易于进程各种模拟测试场景的功能测试。
<3)在整个生命周期中方便重新运行所有测试。
<4)从应用代码中清楚的分离出测试代码来。
精心计划应用的各个设计问题,如表示,服务和数据访问对于可测试的应用是非常重要的。
应用程序编码以get方法、set方法、变量等开始。
单元测试是是其他任何测试方法的基础。
开发框架设计的便利的可测试应用开发的方法:提供测试模板类来帮助建立单元测试,使应用更易于配置以适应测试需求。
单元测试可以运行像任何JUnit测试。
默认的专门开发的“建设脚本”提供了一个任务来运行单元测试。
这个任务部署的EAR文件,可以单独运行。
2.4 页面表示设计开发框架采用Struts框架和JavaScript来实现页面,并提供可扩展用于另外工程的额外功能。
当使用Struts框架进行发展,首先,我们在web.xml配置Servlet Action;然后在struts-config.xml中配置action mapping,form bean 和local forwards;最后我们在validation.xml配置验证规则。
这种建立应用程序的方法在开发框架中已经发生了改变,开发人员不必要直接编辑config.xml或validation.xml文件。
相反,我们通过XDoclet注释直接在Action和Action Form类中直接配置。
这些信息在运行Ant脚本时翻译插入struts-config.xml和validation.xml文件中。
有两种需要验证的类型:数据格式验证和业务逻辑验证。
数据格式验证最好在表示层进行,而业务逻辑验证最好的在服务层进行验证。