外文翻译(原文)

Reading Material(1)

Plumbing

In general, plumbing refers to the system of pipes, fixtures, and other apparatus used inside a building for Supplying water and removing liquid and waterborne wastes. In practice, the term includes storm water or roof drainage and exterior system components connecting to a source such as a public water system or a point of disposal such as a public sewer system or a domestic septic tank or cesspool.

The purpose of plumbing systems is, basically, to bring into, and distribute within, a building a supply of safe water to be used for drinking purposes and to collect and dispose of polluted and contaminated wastewater from the various receptacles on the premises without hazard to the health of occupants. Codes, regulations, and trade practices are designed to keep the water system separated from drainage systems; to prevent the introduction of harmful material such as chemicals,

micro-organisms, and dirt; and to keep the water system safe under all operating conditions. These protective codes also are designed to prevent flooding of drainage lines, provide venting of dangerous gases, and eliminate opportunities for backflow of dangerous waste water into the water system. It is essential that disease-producing organisms and harmful chemicals be confined to the drainage system.

Since the time of Moses man has been cautioned to dispose of his wastes safely, and cleanliness has been related to the availability of water and associated with social custom. Early man often lived near a water source that served as his water supply and drainage system in one. It was also bis bath. I.atrine-like receptacles with crude drains have been found in excavations in the Orkney Islands of Neolithic stone huts at least 10,000 years old. Both a water system and piping ctsed as drainage fashioned of terra-cotta pipe were part of the royal palace of Minos in Crete, about 2000 BC. The palace also had a latrine with water-flushing reservoir and drainage. Nothing comparable to it was developed in Europe until the 18th century.Even the equipment of the modern bathroom, though much improved with hot and cold water under pressure and less crude provisions for drainage, is in concept little different from the Minoan version. Itwas not until the end of the 19th century that advances in plumbing practice were given serious attention as an integral part of housing.

A building plumbing system includes two components, the piping that brings potable water into the building and distributes it to all fixtures and water outlets and the piping that collects the water after use and drains it to a point of safe disposal.

Water systems. When a building is served by a public water system, the plumbing begins at the service connection with the public supply. It includes all meters, pumps, valves, piping, storage tanks,and connections

required to make water available at outlets serving the fixtures or equipment within the building.

Many premises in rural areas are not served by public water supply. These may include private dwellings, apartment houses, hotels, commercial centres, hospitals, institutions, factories, roadside

stands, and restaurants.

Public water supplies have surface water or groundwater as their source. Large water systems are almost entirely supplied with surface water. In smaller communities and in certain areas groundwater is obtained from wells or springs. Independent semipublic, industrial, and private-premise water systemsfrequently take water from wells on the premises but may, under certain conditions, draw water from aspring, lake, or stream.

Public water systems supply treated water meeting public

water-supply drinking-water standards.Private-premise systems are expected to provide water of equal quality, and to do so the private system requires a water-treatment plant including chlorination as a minimum and possibly sedimentation (settling out of solid particles) chemical treatment, primarily for softening, and filtration.

Water is supplied to fixtures and outlets under pressure provided by pumps or elevated storage tanks or both. In some installations a pump controlled by a pressure-activated switch on a pressurized storage tank takes water from a well and pumps until the upper limit of pressure for the system has been reach。 If water is being used at the rate it is being pumped, the pump operates continuously. Elevated storage

tanks are usually equipped with high- and low-level-float control switches to activate the pump. When the tank gets low the pump starts and continues pumping until the tank is full. A storage tank may be

constructed as illustrated in Fig. 1, or it may be located on the roof of a high building. Water from the tank feeds the distribution system by gravity. Water flowing through pipes causes a loss of head due to

friction. Since building piping systems are designed to deliver water at the required outlet pressure, pipe size is a critical variable.

Since it is uneconomical to design a water piping system that would provide flow with all outlets open simultaneously, judgment and experience are used to determine the probable maximum simultaneous demand.

Average daily water requirements vary according to the type of premises being served. A single-family

dwelling unit averages from 20 to 100 gallons (80 to 400 litres) per capita per day. Apartment house occupants use less. Special users such as hospitals and industries usually require far greater allowances.

Drainage Systems. Drainage of residential building includes the collection of sanitary wastes and roof drainage. The sanitary wastes are

collected in soil pipes and stacks usually made of east iron, although certain portions of connecting pipe may be galvanized iron. When corrosive liquids are collected, as in laboratories and industrial plants, the system may include plastic or glass pipes or coated piping. The joints, bends, tees, elbows, wyes, and many other special fittings are designed to carry away wastes without having obstructions in the pipe or creating conditions that will cause clogging if some large object

is dropped into a fixture or a receptacle. Cleanouts and receptacle outlets are provided with screens or gratings to prevent the entry of clogging materials. The entire piping system is sized so that the smallest size is at the fixture outlet. Plumbing codes specify the minimum sizes for drainage connections and the standards applicable to all pipe and fitting materials.

Normally all building drainage is constructed so that waste water flows by gravity to the main house drain. The house drain is usually connected outside the building to a gravity-flow house sewer that leads to a public sewer on a point of treatment. In large buildings such as apartment houses, commercial buildings, hospitals, and industrial plants, the house drain may be lower than the point of discharge. Wastes are then discharged to a sump, or storage pit, and all of the building drainage is lifted by pumps or pneumatic ejectors to a point of discharge to the exterior sewer system. These lifting devices empty water from the storage sump on a cycling basis activated by float controls that prevent flooding of the storage area. Such units are usually installed in duplicate and often have alternate sources of power such as a diesel- or gasoline-powered generator for emergency pumping.

Roof drainage is collected in gutters and leaders and taken by appropriate piping to a point of discharge permitted by law. Isolated dwellings may drain to surrounding ground, while larger buildings have a drainage system similar to the sanitary system that connects into a public storm-water sewer system.

Home disposal systems are used in rural areas. The house drain is connected to a septic tank with a tile drainage field or to a cesspool. The septic tank removes heavy solid materials from the waste, and the effluent or treated water is allowed to percolate into the soil through buried, specially constructed, rock-filled trenches over which tiles with open joints are laid. Enough trench must be constructed to allow

percolation without flooding the surface of the ground. The effluent from septic tanks contains disease-causing bacteria and cannot be allowed to flow directly into streams or underground waters. Health codes

and regulations specify the sizes of home disposal units and control the discharge of effluent.

Premises often have other water uses including swimming pools (both outdoor and indoor),ornamental pools, fish pools, and fountains.

These require water and are part of the plumbing system.Since swimming-pool water is easily contaminated by bathers, it must either be replaced frequently or filtered, chlorinated and recirculated.

Reading Material (2)

A Typical City Sewer System: Washington D. C.

Modern urban sewage treatments can best be described by reference to a specific city. The

Washington D.C. system has many aspects typical of any large modern city, though its early history is not representative of many others. The town's first bathtubs were installed in the White House and the Capitol, for the members of Congress in the 1840s; in 1850 the U.S. Congress authorized the Corps of Engineers of the U.S. Army to develop a city-wide water supply from the Potomac River. At this point Washington caught up with New York, London, and Paris, which were also encountering the problem of disposing of used water along with wastes. Washington's solution was the same as that of other cities; the existing system of culverts and drains, built for street drainage only, was extended and developed into a sewer system for the disposal of domestic waste water from residences, government offices, and businesses. The system followed the drainage pattern of the city street network and in general made a system of pipes with a sewer available to each private property. At the same time, again in common with other cities, street drains were built to empty into the nearest surface watercourse without any thought of degradation of the water quality. This was in spite of the fact that an engineering study and report (1890) recommended that all extensions of the sewer system separate storm runoff from domestic waste water.

With continued growth of the city, the District of Columbia constructed in the first decade of the 20th century a series of intercepting sewers and a pumping station to lift the domestic waste water into an outfall line for discharge into the Potomac River south of the city. At the same time, pumping facilities were installed for the lifting of storm water drainage directly into the nearby Anacostia River. It was impossible to keep domestic and storm flow completely separate, but practical separation was attempted.

With he accelerated growth of the 1920s, concern over pollution of the Potomac increased. The Potomac estuary had a remarkable ability to assimilate pollution because of the large "flats" on both sides of the river that were kept in a state of constant circulation by tidal variations, but a study made by the Public Health Service in 1932 revealed that the river was in such a condition that low flow would bring about serious pollution effects. As a result, Congress decided to proceed with the construction of facilities for the treatment of waste water. This again was in line with decisions being made in many U.S. and European cities

at the same period.

Treatment plant at Blue Plains. During 1934-38 a plant was constructed on the left bank of the Potomac in the part of the city known as Blue Plains to accommodate a flow of 130,000,000 gallons per day and serve a population of 650,000. Initially, with the help of the Federal Emergency Administration of Public Works, money was allowed for construction of a plant that would remove 90 percent of the organic matter from the waste-water flow. That level of treatment was in accordance with the Public Health Service recommendation contained in the 1932 report. Instead of constructing the plant in accordance with that recommendation, the District of Columbia decided to eliminate the second step in the treatment and construct a sedimentation plant, generally known as primary treatment. The plant was able to remove about 36 percent of the organic matter when it went into operation in August 1938, but, as the population load increased, accelerated by World War II, the plant was unable to maintain this level, and year by year efficiency dropped until it was regularly under 30 percent.

During World War II, initial plans were made for the relief of the treatment burden, and by 1950 the District of Columbia had begun major construction to increase the capacity of the plant and make furtherPlans for inclusion of secondary treatment.

Activated-sludge plant. The activated-sludge process pioneered in Britain had by now been widely tested. Washington constructed a high-rate activated-sludge treatment plant in anticipation of 70 percent removal of organic matter. While the new plant brought a major improvement in the river, there was no real possibility of keeping up with the pollution burden, even though the plant grew to a capacity of 290,000,000 gallons daily. In the early 1970s the District began planning to extend treatment to a much higher level--once more, a decision that was forced on many cities of the United States, Europe and Asia.

Coordination with surrounding areas. One of the awkward problems confronting city engineers of the 20th century in nearby all countries has been the impossibility of isolating a metropolitan area from neighboring regions. Rivers carry pollution from city to city, even country to country. In Washington the problem was encountered in a relatively mild form: much of the Maryland suburban area drains into Rock Creek and the Anacostia River, which flow through the District of Columbia; to try to keep the two streams as clean as possible the District of Columbia and the Washington Suburban Sanitary Commission (of Maryland) entered into an agreement {'o handle each other's flow at a reasonable cost. All the domestic waste water of the suburban areas is now connected into District sewers, with payments made to handle the waste waters. As part of the agreement, the Maryland Commission helps to finance both the construction and the operation of the District of Columbia Water Pollution

Control Plant.

Other developments. With continued growth and rising pollution control standards of the 1960s and 1970s, Washington like most other major cities has been turning toward additional treatment, including chemical treatment. One proposal calls for achieving so high a level of treatment that the Potomac estuary into which the effluent flows could be used as an emergency water source.

Another direction in which Washington had headed in company with many other modern cities is toward separation of systems. This is a tedious and expensive process, requiring piping changes on private property. Its longrange wisdom, however, is irrefutable. The redevelopment of eertsSn major areas suchas southwest Washington, has given favorable opportunities for large-scale separation.

An important advance in financing improvements has been adopted by Washington: the sewer-service charge on all those served by the drainage system. This system has been followed more and more by drainage systems serving both municipalities and industry.

Since about 1959 the D.C. sewer system has been interconnected with the areas in Maryland that naturally drain through the District via the Potomac River and major areas in Virginia related to the intercepting sewer serving Dulles International Airport near Herndon, Virginia. As a result of this connection, the area served increased by 436 square miles (1,129 square kilometers) in Maryland and 228 square miles (590 square kilometers) in Virginia. The Metropolitan area in Arlington County and much of the Virginia suburban area adjacent to Arlington County are served by other treatment plants.

Present treatment facilities. At the District of Columbia Water Pollution Control Plant (see Figure 1) the raw waste water enters the plant pumping station and is treated in the following successive steps: grit removal, preliminary sedimentation, aeration, and final sedimentation. In addition, chlorine treatment may be given the flow prior to preliminary sedimentation or it may be given to the final effluent. With the first application, the effect of chlorine is to minimize odours from the sedimentation tanks. When fed to the final effluent, chlorine has a disinfectant effect.

The purpose of the sedimentation tanks, both preliminary and final, is to separate solids from the wastewater flow; the solids removed must be given further treatment. At the D.C. plant these solicis are exposed to anaerobic digestion and dewatering on vacuum filters. The final product is a moist cake approximately 70 percent water, suitable for land application as a soil conditioner~ During digestion of sludge, a gas consisting of approximately two-thirds methane is produced that is burned for boat for the plant buildings and ovide some po,.ver generation. The slucJge gas has a of about GO(BTU(British thermal units) per cubic foot

and the quantity produced is about one cubic foot per person, per day. A sludge gas engine of i, 200 horsepower drives an 800-kilowatt generator for production o{ electricpower. Initially, the power produced supplied about 95 percent of the needs of the plant, but with the growth of the plant, power requirements have increased rapidly and now the gas engine supplies only aminor proportio_n of the electric power. It supplies, however, through its jacket water-cooling system, a

large amount of the heat necessary to maintain active biological digestion in the sludge digestion tanks.

The total cost of the plant exceeds $ 25,000,000 and the annual operating costs in the late i960s approximated $ 2,500,000. More than 250 persons are employed in operation and maintenance.

The full extent of the undertaking may be appreciated when the vast waste-water collection system serving property throughout the area is visualized. In the District of Columbia alone, more than 1,700

miles (2,720 kilometers) of sewers serve this purpose, while 2,700 miles (4,320 kilometers) in the Maryland area give similar service to the properties of that jurisdiction. The maintenance of the system is a major activity, as 200 men are engaged in regular maintenance and minor construction related to the sewer system in the District of Columbia alone. Proper maintenance involves regular inspection of the lines and periodic cleaning to avoid difficulties that could cause great inconvenience and possibly property damage to those served by the drainage system

44

1外文文献翻译原文及译文汇总

华北电力大学科技学院 毕业设计（论文）附件 外文文献翻译 学号：121912020115姓名：彭钰钊 所在系别：动力工程系专业班级：测控技术与仪器12K1指导教师：李冰 原文标题：Infrared Remote Control System Abstract 2016 年 4 月 19 日

红外遥控系统 摘要 红外数据通信技术是目前在世界范围内被广泛使用的一种无线连接技术，被众多的硬件和软件平台所支持。红外收发器产品具有成本低，小型化，传输速率快，点对点安全传输，不受电磁干扰等特点，可以实现信息在不同产品之间快速、方便、安全地交换与传送，在短距离无线传输方面拥有十分明显的优势。红外遥控收发系统的设计在具有很高的实用价值，目前红外收发器产品在可携式产品中的应用潜力很大。全世界约有1亿5千万台设备采用红外技术，在电子产品和工业设备、医疗设备等领域广泛使用。绝大多数笔记本电脑和手机都配置红外收发器接口。随着红外数据传输技术更加成熟、成本下降，红外收发器在短距离通讯领域必将得到更广泛的应用。 本系统的设计目的是用红外线作为传输媒质来传输用户的操作信息并由接收电路解调出原始信号，主要用到编码芯片和解码芯片对信号进行调制与解调，其中编码芯片用的是台湾生产的PT2262，解码芯片是PT2272。主要工作原理是：利用编码键盘可以为PT2262提供的输入信息，PT2262对输入的信息进行编码并加载到38KHZ的载波上并调制红外发射二极管并辐射到空间，然后再由接收系统接收到发射的信号并解调出原始信息，由PT2272对原信号进行解码以驱动相应的电路完成用户的操作要求。 关键字：红外线；编码；解码；LM386；红外收发器。 1 绪论

ASP外文翻译原文

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毕业设计外文翻译附原文

外文翻译 专业机械设计制造及其自动化学生姓名刘链柱 班级机制111 学号1110101102 指导教师葛友华

外文资料名称： Design and performance evaluation of vacuum cleaners using cyclone technology 外文资料出处：Korean J. Chem. Eng., 23(6), (用外文写) 925-930 (2006) 附件： 1.外文资料翻译译文 2.外文原文

应用旋风技术真空吸尘器的设计和性能介绍 吉尔泰金，洪城铱昌，宰瑾李， 刘链柱译 摘要：旋风型分离器技术用于真空吸尘器 - 轴向进流旋风和切向进气道流旋风有效地收集粉尘和降低压力降已被实验研究。优化设计等因素作为集尘效率，压降，并切成尺寸被粒度对应于分级收集的50％的效率进行了研究。颗粒切成大小降低入口面积，体直径，减小涡取景器直径的旋风。切向入口的双流量气旋具有良好的性能考虑的350毫米汞柱的低压降和为1.5μm的质量中位直径在1米3的流量的截止尺寸。一使用切向入口的双流量旋风吸尘器示出了势是一种有效的方法，用于收集在家庭中产生的粉尘。 摘要及关键词：吸尘器; 粉尘; 旋风分离器 引言 我们这个时代的很大一部分都花在了房子，工作场所，或其他建筑，因此，室内空间应该是既舒适情绪和卫生。但室内空气中含有超过室外空气因气密性的二次污染物，毒物，食品气味。这是通过使用产生在建筑中的新材料和设备。真空吸尘器为代表的家电去除有害物质从地板到地毯所用的商用真空吸尘器房子由纸过滤，预过滤器和排气过滤器通过洁净的空气排放到大气中。虽然真空吸尘器是方便在使用中，吸入压力下降说唱空转成比例地清洗的时间，以及纸过滤器也应定期更换，由于压力下降，气味和细菌通过纸过滤器内的残留粉尘。 图1示出了大气气溶胶的粒度分布通常是双峰形，在粗颗粒（>2.0微米）模式为主要的外部来源，如风吹尘，海盐喷雾，火山，从工厂直接排放和车辆废气排放，以及那些在细颗粒模式包括燃烧或光化学反应。表1显示模式，典型的大气航空的直径和质量浓度溶胶被许多研究者测量。精细模式在0.18?0.36 在5.7到25微米尺寸范围微米尺寸范围。质量浓度为2?205微克，可直接在大气气溶胶和 3.85至36.3μg/m3柴油气溶胶。

毕业设计外文翻译原文.

Optimum blank design of an automobile sub-frame Jong-Yop Kim a ,Naksoo Kim a,*,Man-Sung Huh b a Department of Mechanical Engineering,Sogang University,Shinsu-dong 1,Mapo-ku,Seoul 121-742,South Korea b Hwa-shin Corporation,Young-chun,Kyung-buk,770-140,South Korea Received 17July 1998 Abstract A roll-back method is proposed to predict the optimum initial blank shape in the sheet metal forming process.The method takes the difference between the ?nal deformed shape and the target contour shape into account.Based on the method,a computer program composed of a blank design module,an FE-analysis program and a mesh generation module is developed.The roll-back method is applied to the drawing of a square cup with the ˉange of uniform size around its periphery,to con?rm its validity.Good agreement is recognized between the numerical results and the published results for initial blank shape and thickness strain distribution.The optimum blank shapes for two parts of an automobile sub-frame are designed.Both the thickness distribution and the level of punch load are improved with the designed blank.Also,the method is applied to design the weld line in a tailor-welded blank.It is concluded that the roll-back method is an effective and convenient method for an optimum blank shape design.#2000Elsevier Science S.A.All rights reserved. Keywords:Blank design;Sheet metal forming;Finite element method;Roll-back method

土木外文翻译原文和译文

A convection-conduction model for analysis of the freeze-thaw conditions in the surrounding rock wall of a tunnel in permafrost regions Abstract Based on the analyses of fundamental meteorological and hydrogeological conditions at the site of a tunnel in the cold regions, a combined convection-conduction model for air flow in the tunnel and temperature field in the surrounding has been constructed. Using the model, the air temperature distribution in the Xiluoqi No. 2 Tunnel has been simulated numerically. The simulated results are in agreement with the data observed. Then, based on the in situ conditions of sir temperature, atmospheric pressure, wind force, hydrogeology and engineering geology, the air-temperature relationship between the temperature on the surface of the tunnel wall and the air temperature at the entry and exit of the tunnel has been obtained, and the freeze-thaw conditions at the Dabanshan Tunnel which is now under construction is predicted. Keywords: tunnel in cold regions, convective heat exchange and conduction, freeze-thaw. A number of highway and railway tunnels have been constructed in the permafrost regions and their neighboring areas in China. Since the hydrological and thermal conditions changed after a tunnel was excavated，the surrounding wall rock materials often froze, the frost heaving caused damage to the liner layers and seeping water froze into ice diamonds，which seriously interfered with the communication and transportation. Similar problems of the freezing damage in the tunnels also appeared in other countries like Russia, Norway and Japan .Hence it is urgent to predict the freeze-thaw conditions in the surrounding rock materials and provide a basis for the design，construction and

中国的对外贸易外文翻译及原文

外文翻译 原文 Foreign T rade o f China Material Source:W anfang Database Author:Hitomi Iizaka 1.Introduction On December11,2001,China officially joined the World T rade Organization(WTO)and be c a me its143rd member.China’s presence in the worl d economy will continue to grow and deepen.The foreign trade sector plays an important andmultifaceted role in China’s economic development.At the same time, China’s expanded role in the world economy is beneficial t o all its trading partners. Regions that trade with China benefit from cheaper and mor e varieties of imported consumer goods,raw materials and intermediate products.China is also a large and growing export market.While the entry of any major trading nation in the global trading system can create a process of adjustment,the o u t c o me is fundamentally a win-win situation.In this p aper we would like t o provide a survey of the various institutions,laws and characteristics of China’s trade.Among some of the findings, we can highlight thefollowing: ?In2001,total trade to gross domestic pr oduct(GDP)ratio in China is44% ?In2001,47%of Chinese trade is processed trade1 ?In2001,51%of Chinese trade is conduct ed by foreign firms in China2 ?In2001,36%of Chinese exports originate from Gu an gdon g province ?In2001,39%of China’s exports go through Hong Kong to be re-exported elsewhere 2.Evolution of China’s Trade Regime Equally remarkable are the changes in the commodity composition of China’s exports and imports.Table2a shows China’s annu al export volumes of primary goods and manufactured goods over time.In1980,primary goods accounted for 50.3%of China’s exports and manufactured goods accounted for49.7%.Although the share of primary good declines slightly during the first half of1980’s,it remains at50.6%in1985.Since then,exports of manufactured goods have grown at a much

【最新推荐】应急法律外文文献翻译原文+译文

文献出处：Thronson P. Toward Comprehensive Reform of America’s Emergency Law Regime [J]. University of Michigan Journal of Law Reform, 2013, 46(2). 原文 TOWARD COMPREHENSIVE REFORM OF AMERICA’S EMERGENCY LAW REGIME Patrick A. Thronson Unbenownst to most Americans, the United States is presently under thirty presidentially declared states of emergency. They confer vast powers on the Executive Branch, including the ability to financially incapacitate any person or organization in the United States, seize control of the nation’s communications infrastructure, mobilize military forces, expand the permissible size of the military without congressional authorization, and extend tours of duty without consent from service personnel. Declared states of emergency may also activate Presidential Emergency Action Documents and other continuity-of-government procedures, which confer powers on the President—such as the unilateral suspension of habeas corpus—that appear fundamentally opposed to the American constitutional order.

毕业设计(论文)外文资料翻译〔含原文〕

南京理工大学 毕业设计(论文)外文资料翻译 教学点：南京信息职业技术学院 专业：电子信息工程 姓名：陈洁 学号： 014910253034 外文出处：《 Pci System Architecture 》 (用外文写) 附件： 1.外文资料翻译译文；2.外文原文。 指导教师评语： 该生外文翻译没有基本的语法错误，用词准确，没 有重要误译，忠实原文；译文通顺，条理清楚，数量与 质量上达到了本科水平。 签名： 年月日 注：请将该封面与附件装订成册。

附件1：外文资料翻译译文 64位PCI扩展 1.64位数据传送和64位寻址：独立的能力 PCI规范给出了允许64位总线主设备与64位目标实现64位数据传送的机理。在传送的开始，如果回应目标是一个64位或32位设备，64位总线设备会自动识别。如果它是64位设备，达到8个字节（一个4字）可以在每个数据段中传送。假定是一串0等待状态数据段。在33MHz总线速率上可以每秒264兆字节获取（8字节／传送＊33百万传送字／秒），在66MHz总线上可以528M字节／秒获取。如果回应目标是32位设备，总线主设备会自动识别并且在下部4位数据通道上（AD[31::00]）引导，所以数据指向或来自目标。 规范也定义了64位存储器寻址功能。此功能只用于寻址驻留在4GB地址边界以上的存储器目标。32位和64位总线主设备都可以实现64位寻址。此外，对64位寻址反映的存储器目标（驻留在4GB地址边界上）可以看作32位或64位目标来实现。 注意64位寻址和64位数据传送功能是两种特性，各自独立并且严格区分开来是非常重要的。一个设备可以支持一种、另一种、都支持或都不支持。 2.64位扩展信号 为了支持64位数据传送功能，PCI总线另有39个引脚。 ●REQ64#被64位总线主设备有效表明它想执行64位数据传送操作。REQ64#与FRAME#信号具有相同的时序和间隔。REQ64#信号必须由系统主板上的上拉电阻来支持。当32位总线主设备进行传送时，REQ64#不能又漂移。 ●ACK64#被目标有效以回应被主设备有效的REQ64#（如果目标支持64位数据传送），ACK64#与DEVSEL#具有相同的时序和间隔（但是直到REQ64#被主设备有效，ACK64#才可被有效）。像REQ64#一样，ACK64#信号线也必须由系统主板上的上拉电阻来支持。当32位设备是传送目标时，ACK64#不能漂移。 ●AD[64::32]包含上部4位地址／数据通道。 ●C/BE#[7::4]包含高4位命令/字节使能信号。 ●PAR64是为上部4个AD通道和上部4位C/BE信号线提供偶校验的奇偶校验位。 以下是几小结详细讨论64位数据传送和寻址功能。 3.在32位插入式连接器上的64位卡

英文翻译与英文原文.陈--

翻译文献：INVESTIGATION ON DYNAMIC PERFORMANCE OF SLIDE UNIT IN MODULAR MACHINE TOOL （对组合机床滑台动态性能的调查报告） 文献作者：Peter Dransfield, 出处：Peter Dransfield, Hydraulic Control System-Design and Analysis of TheirDynamics, Springer-Verlag, 1981 翻译页数：p139—144 英文译文： 对组合机床滑台动态性能的调查报告 【摘要】这一张纸处理调查利用有束缚力的曲线图和状态空间分析法对组合机床滑台的滑动影响和运动平稳性问题进行分析与研究，从而建立了滑台的液压驱动系统一自调背压调速系统的动态数学模型。通过计算机数字仿真系统，分析了滑台产生滑动影响和运动不平稳的原因及主要影响因素。从那些中可以得出那样的结论，如果能合理地设计液压缸和自调背压调压阀的结构尺寸. 本文中所使用的符号如下： s1-流源，即调速阀出口流量； S el—滑台滑动摩擦力 R一滑台等效粘性摩擦系数： I1—滑台与油缸的质量 12—自调背压阀阀心质量 C1、c2—油缸无杆腔及有杆腔的液容； C2—自调背压阀弹簧柔度； R1, R2自调背压阀阻尼孔液阻， R9—自调背压阀阀口液阻 S e2—自调背压阀弹簧的初始预紧力； I4, I5—管路的等效液感 C5、C6—管路的等效液容： R5, R7-管路的等效液阻； V3, V4—油缸无杆腔及有杆腔内容积； P3, P4—油缸无杆腔及有杆腔的压力 F—滑台承受负载， V—滑台运动速度。本文采用功率键合图和状态空间分折法建立系统的运动数学模型，滑台的动态特性可以能得到显著改善。

外文翻译原文

204/JOURNAL OF BRIDGE ENGINEERING/AUGUST1999

JOURNAL OF BRIDGE ENGINEERING /AUGUST 1999/205 ends.The stress state in each cylindrical strip was determined from the total potential energy of a nonlinear arch model using the Rayleigh-Ritz method. It was emphasized that the membrane stresses in the com-pression region of the curved models were less than those predicted by linear theory and that there was an accompanying increase in ?ange resultant force.The maximum web bending stress was shown to occur at 0.20h from the compression ?ange for the simple support stiffness condition and 0.24h for the ?xed condition,where h is the height of the analytical panel.It was noted that 0.20h would be the optimum position for longitudinal stiffeners in curved girders,which is the same as for straight girders based on stability requirements.From the ?xed condition cases it was determined that there was no signi?cant change in the membrane stresses (from free to ?xed)but that there was a signi?cant effect on the web bend-ing stresses.Numerical results were generated for the reduc-tion in effective moment required to produce initial yield in the ?anges based on curvature and web slenderness for a panel aspect ratio of 1.0and a web-to-?ange area ratio of 2.0.From the results,a maximum reduction of about 13%was noted for a /R =0.167and about 8%for a /R =0.10(h /t w =150),both of which would correspond to extreme curvature,where a is the length of the analytical panel (modeling the distance be-tween transverse stiffeners)and R is the radius of curvature.To apply the parametric results to developing design criteria for practical curved girders,the de?ections and web bending stresses that would occur for girders with a curvature corre-sponding to the initial imperfection out-of-?atness limit of D /120was used.It was noted that,for a panel with an aspect ratio of 1.0,this would correspond to a curvature of a /R =0.067.The values of moment reduction using this approach were compared with those presented by Basler (Basler and Thurlimann 1961;Vincent 1969).Numerical results based on this limit were generated,and the following web-slenderness requirement was derived: 2 D 36,500a a =1?8.6?34 (1) ? ??? t R R F w ?y where D =unsupported distance between ?anges;and F y =yield stress in psi. An extension of this work was published a year later,when Culver et al.(1973)checked the accuracy of the isolated elas-tically supported cylindrical strips by treating the panel as a unit two-way shell rather than as individual strips.The ?ange/web boundaries were modeled as ?xed,and the boundaries at the transverse stiffeners were modeled as ?xed and simple.Longitudinal stiffeners were modeled with moments of inertias as multiples of the AASHO (Standard 1969)values for straight https://www.wendangku.net/doc/739323014.html,ing analytical results obtained for the slenderness required to limit the plate bending stresses in the curved panel to those of a ?at panel with the maximum allowed out-of-?atness (a /R =0.067)and with D /t w =330,the following equa-tion was developed for curved plate girder web slenderness with one longitudinal stiffener: D 46,000a a =1?2.9 ?2.2 (2) ? ? ? t R f R w ?b where the calculated bending stress,f b ,is in psi.It was further concluded that if longitudinal stiffeners are located in both the tension and compression regions,the reduction in D /t w will not be required.For the case of two stiffeners,web bending in both regions is reduced and the web slenderness could be de-signed as a straight girder panel.Eq.(1)is currently used in the ‘‘Load Factor Design’’portion of the Guide Speci?cations ,and (2)is used in the ‘‘Allowable Stress Design’’portion for girders stiffened with one longitudinal stiffener.This work was continued by Mariani et al.(1973),where the optimum trans-verse stiffener rigidity was determined analytically. During almost the same time,Abdel-Sayed (1973)studied the prebuckling and elastic buckling behavior of curved web panels and proposed approximate conservative equations for estimating the critical load under pure normal loading (stress),pure shear,and combined normal and shear loading.The linear theory of shells was used.The panel was simply supported along all four edges with no torsional rigidity of the ?anges provided.The transverse stiffeners were therefore assumed to be rigid in their directions (no strains could be developed along the edges of the panels).The Galerkin method was used to solve the governing differential equations,and minimum eigenvalues of the critical load were calculated and presented for a wide range of loading conditions (bedding,shear,and combined),aspect ratios,and curvatures.For all cases,it was demonstrated that the critical load is higher for curved panels over the comparable ?at panel and increases with an increase in curvature. In 1980,Daniels et al.summarized the Lehigh University ?ve-year experimental research program on the fatigue behav-ior of horizontally curved bridges and concluded that the slen-derness limits suggested by Culver were too severe.Equations for ‘‘Load Factor Design’’and for ‘‘Allowable Stress Design’’were developed (respectively)as D 36,500a =1?4?192(3)? ?t R F w ?y D 23,000a =1?4 ?170 (4) ? ? t R f w ?b The latter equation is currently used in the ‘‘Allowable Stress Design’’portion of the Guide Speci?cations for girders not stiffened longitudinally. Numerous analytical and experimental works on the subject have also been published by Japanese researchers since the end of the CURT project.Mikami and colleagues presented work in Japanese journals (Mikami et al.1980;Mikami and Furunishi 1981)and later in the ASCE Journal of Engineering Mechanics (Mikami and Furunishi 1984)on the nonlinear be-havior of cylindrical web panels under bending and combined bending and shear.They analyzed the cylindrical panels based on Washizu’s (1975)nonlinear theory of shells.The governing nonlinear differential equations were solved numerically by the ?nite-difference method.Simple support boundary condi-tions were assumed along the curved boundaries (top and bot-tom at the ?ange locations)and both simple and ?xed support conditions were used at the straight (vertical)boundaries.The large displacement behavior was demonstrated by Mi-kami and Furunishi for a range of geometric properties.Nu-merical values of the load,de?ection,membrane stress,bend-ing stress,and torsional stress were obtained,but no equations for design use were presented.Signi?cant conclusions include that:(1)the compressive membrane stress in the circumfer-ential direction decreases with an increase in curvature;(2)the panel under combined bending and shear exhibits a lower level of the circumferential membrane stress as compared with the panel under pure bending,and as a result,the bending moment carried by the web panel is reduced;and (3)the plate bending stress under combined bending and shear is larger than that under pure bending.No formulations or recommendations for direct design use were made. Kuranishi and Hiwatashi (1981,1983)used the ?nite-ele-ment method to demonstrate the elastic ?nite displacement be-havior of curved I-girder webs under bending using models with and without ?ange rigidities.Rotation was not allowed (?xed condition)about the vertical axis at the ends of the panel (transverse stiffener locations).Again,the nonlinear distribu-

污水处理外文翻译(带原文)

提高塔式复合人工湿地处理农村生活污水的 脱氮效率1 摘要： 努力保护水源，尤其是在乡镇地区的饮用水源，是中国污水处理当前面临的主要问题。氮元素在水体富营养化和对水生物的潜在毒害方面的重要作用，目前废水脱氮已成为首要关注的焦点。人工湿地作为一种小型的，处理费用较低的方法被用于处理乡镇生活污水。比起活性炭在脱氮方面显示出的广阔前景，人工湿地系统由于溶解氧的缺乏而在脱氮方面存在一定的制约。为了提高脱氮效率，一种新型三阶段塔式混合湿地结构----人工湿地（thcw）应运而生。它的第一部分和第三部分是水平流矩形湿地结构，第二部分分三层，呈圆形，呈紊流状态。塔式结构中水流由顶层进入第二层及底层，形成瀑布溢流，因此水中溶解氧浓度增加，从而提高了硝化反应效率，反硝化效率也由于有另外的有机物的加入而得到了改善，增加反硝化速率的另一个原因是直接通过旁路进入第二部分的废水中带入的足量有机物。常绿植物池柏（Taxodium ascendens），经济作物蔺草（Schoenoplectus trigueter），野茭白（Zizania aquatica），有装饰性的多花植物睡莲（Nymphaea tetragona），香蒲（Typha angustifolia）被种植在湿地中。该系统对总悬浮物、化学需氧量、氨氮、总氮和总磷的去除率分别为89%、85%、83%、83% 和64%。高水力负荷和低水力负荷（16 cm/d 和32 cm/d）对于塔式复合人工湿地结构的性能没有显著的影响。通过硝化活性和硝化速率的测定，发现硝化和反硝化是湿地脱氮的主要机理。塔式复合人工湿地结构同样具有观赏的价值。 关键词： 人工湿地；硝化作用；反硝化作用；生活污水；脱氮；硝化细菌；反硝化细菌 １. 前言 对于提高水源水质的广泛需求，尤其是提高饮用水水源水质的需求是目前废水深度处理的技术发展指向。在中国的乡镇地区，生活污水是直接排入湖泊、河流、土壤、海洋等水源中。这些缺乏处理的污水排放对于很多水库、湖泊不能达到水质标准是有责任的。许多位于中国的乡镇地区的社区缺乏足够的生活污水处理设备。由于山区地形、人口分散、经济基础差等原因，废水的收集和处理是很成问题的。由于资源短缺，经济欠发达地区所采取的废水处理技术必须低价高效，并且要便于施用，能量输入及维护费用较低，而且要保证出水能达标。建造在城市中基于活性污泥床的废水集中处理厂，对于小乡镇缺乏经济适用性，主要是由于污水收集结构的建造费用高。 1Ecological Engineering，Fen xia ，Ying Li。