给水排水工程毕业设计正文外文翻译
给排水工程屋顶排水中英文对照外文翻译文献
中英文对照外文翻译(文档含英文原文和中文翻译)Short and Long Term Advantage roof drainage design performance Decade has witnessed great changes in the design of the roof drainage system recently, particularly, siphon rainwater drainage system has been gradually improved, and there is likely to be the key application. At the same time these changes, urban drainage system design has undergone tremendous changes, because the scope of a wider urban drainage system design for sustainable development, as well as people for climate change flooding more attention. The main contents of this article is how to design roof drainage systems and make a good performance. Special attention is how to get rid of bad habits already formed the design, but also need to consider innovative roof drainage system, such as green roofs and rainwater harvesting systems.Practical application: In the past few years, the design of the roof rainwater drainage system has undergone tremendous changes. On large buildings, siphon rainwater drainage technology has been very common, as well as green roofs because it is conducive to green development, being more and more applications. Taking into account the ongoing research, this article focuses on how to effectively design a variety of roof rainwater drainage system, and make it achieve the desired design effect.1. IntroductionIn the past decade, the city and the water drainage system design has been widely accepted thinking about sustainable urban drainage system, or the optimal management direction. The main principles of the design of these systems is both a local level in line with the quality of development, but also to create some economic benefits for the investors. This principle has led to the development of new changes in the sump. Although the application of such a device isgradually reduced, but the urban environment relatively high demand areas still require 100% waterproof and rapid drainage, such as the roof. Typically roof drainage system in the design, construction and maintenance has not been given due attention. Although the drainage system investment costs account for only a small portion of the total construction investment, but not able to judge the loss caused by poor design.There are two different forms of roof drainage system design methods, namely the traditional and siphon method. Traditional systems rely on atmospheric pressure work, the drive ram affected sink flow depth. Therefore, the conventional roof drainage systems require a relatively large diameter vertical drop tube, prior to discharge, all devices must be connected to the groundwater collection pipe network. In contrast, siphonic roof drainage pipe systems are generally designed to full flow (turbulent flow means that require less exhaust pipe), which will form a negative pressure, the larger the higher flow rate and pressure head. Typically siphon system requires less down pipe work under negative pressure to the water distribution network can mean higher altitude work, thereby reducing the amount of underground pipe network.Both systems consists of three parts: the roof, rainwater collection pipes, pipe network.All of these elements are able to change the water pressure distribution system. This section focuses on the role and performance of each part. Due to the principle of siphon system has not been well understood, resulting argument is relatively small, this article will highlight siphon system.2. RoofThe roof is usually designed by the architect, designer and not by the drainage design. There are three main roof.2.1 Flat roofFlat roofs are used in industrial buildings less rainfall regions and countries. This roof is not completely flat, but lower than the minimum roof slope may require. For example, the United Kingdom require maximum slope of 10 °. Setting minimum slope in order to avoid any unnecessary water.Despite the flat roof if it is not properly maintained will have more problems, but it will reduce the dead zone within the building, and the ratio of sloping roofs in favor of indoor air.2.2 sloping roofsMost residential and commercial buildings are pitched roof, inclined roof is the biggest advantage can quickly drain, thereby reducing leakage. In temperate regions, we need to consider carrying roof snow load. Once it rains, rainfall through the sloping roofs can be determined by calculation. When rainfall data can be used, you can use the kinematic theory to solve such problems.2.3 green roof (flat or inclined)It can prove roof is the oldest green roofs, including rainfall can reduce or disperse roof planted with plants. It can be planted with trees and shrubs roof garden, it can also be a vegetated roof light carpet. Wherein the latter technique has been widely used. Some of these applications tend to focus on aesthetic requirements and are often used in green development. Since the aesthetic requirements and pressure requirements, as well as green roofs thermal insulation function, reduce the heat island effect, silencer effect, extend the life of the roof.Green roofs in Germany, the most widely used, followed in North America, but to consider the impact on the aesthetics. Germany is by far the most experienced countries in the 19th centuryhave practical application, then as an alternative to reduce the risk of fire tar roof an option in urban areas. Germany is currently the main research question on the cultivation of other issues to consider smaller cities. A study from 1987 to 1989, was found packed with 70 mm thick green roof can be reduced by 60% -80% of heat loss. In a Canadian work computer model based on the roof indicates that as long as the sump, the area can reach 70% of the roof area can be reduced by 60 percent in one year, the same model was also used for artificial rainfall, which the results indicate that rainfall in the catchment season helps to drain away rainwater.However, none of these studies show that green roofs can play a useful role in the rainfall season, or how high collection efficiency of water supply. The United States did some tests, as long as the green roofs regular watering, can reduce 65 percent of the runoff in a rainfall. America's most authoritative green roof guidelines by the New Jersey state environmental agencies promulgated. The main principle is to solve the structural problems of light, and how can the normal drainage after two years.Rainfall period is based on the probability of failure is determined. The system is typically based on rainfall during rainstorms two minutes, two minutes, have a choice. Although this model will get more traffic, but there is no other better alternative. Studies have shown that the traditional model is applied to study green roofs are premature.Loss factor than traditional roof records should be small, about 98.7%.Peak flow will be reduced, although not penetrate, the surface roughness but also have a significant impact.Concentrated rainfall than two minutes for a long time, especially for large roof areas, such as public buildings, commercial buildings, industrial buildings.Urban drainage design should also consider other factors, for a complex system, a green roof in a rain is not enough. Water flow duration curve shows a longer than traditional systems. And two independent and will affect between is possible, which requires a more precise time period. 3. Rainwater CollectorBasic requirements rainwater collector is designed to be able to accommodate rainfall rainstorms. Although it is possible to make a slightly inclined roof drainage purposes, but the nature of the construction industry and building settlement will become flat roof Typically, the tank is placed in a horizontal, sectional view of the water is outwardly inclined, which the role of hydrostatic.3.1 drain outletAnalyzing rainwater collector has sufficient volume is the key to the sump outlet external setting conditions. Also affect the flow rate into the storm water drainage system piping, but also affect the depth of the water catchment. Although the depth of the sump will not bring any particular problems, but too deep can cause excessive sump.Numerous studies in the 1980s showed that the flow of conventional roof drainage system outlet can be divided into two cases. It depends on the size of the depth and size of the outlet. When the water depth is less than half the diameter of the outlet, the flow of the first type, and the outlet of the flow can be calculated by an appropriate equation; water depth increases, exports are slowly clogging the flow will become another form forms, at the same time, the flow of exports can be obtained through other equations. While conventional roof drainage systems are designed to be free-draining, but may cause limitations encountered in the design of the flow is not free. In this case, it will require additional depth.Siphon roof drainage systems, the outlet is designed to be submerged stream. In this case, the depth of the outlet of the decision is more complicated, because the design of the sump depends on the flow. Recent studies have shown that conventional roof drainage systems use a variety of non-standard catchment, their depth and height, bigger than the diameter of the outlet. This will eventually result in a siphon effect. For a given catchment, the flow depends on the starting end of the drop tube diameter. A similar phenomenon has also been used to study the standard catchment, in these circumstances, only limited siphon action occurs within relatively close distance from the exit.3.2 tank flow classificationIn the complex flow sump outlet flow classification, can be seen from Table 2a, the flow will be uniform layering, regardless of whether the same inlet flow. Table 2b and 2c show, export distribution will greatly influence the flow.When the outlet is not a free jet, sump outlet complex flow classification is difficult to describe. Because each catchment tank pressures are likely to be merged. For example, the siphon tube system design point is at near full jet outlet flow classification depends on the energy loss of each branch.3.3 hydrostatic sectionalSump shape of the water surface in the canal can be classified according to the flow equation. In most cases, a low flow rate means that there is less friction loss, if exports are free jet, the friction loss is negligible cross-section through the hydrostatic equation 1 to determine the horizontal distance.Where Q-- flow (m3 / s)T- surface width (m)g- acceleration of gravity (m / s2)F- flow area (m2)Equation 1 can not be ignored when the friction required to correct (or very long pipe velocity is large), or not a free jet.3.4 The current design methodsThe previous discussion has highlighted the main factors that should be considered with sink design. However, without the help of a certain number of models, computing hydrostatic sectional roof drainage system, the volume of the sump is possible. This large commercial and manufacturing industry, is a development opportunity, you can merge several kilometers of water routes. Thus, the conventional drainage system sump design methods are mainly based on experience, and assume that exports are free jet.Sump location in the building, it may cause the example to fail.Different interface sumpExcept in the case cited above, but also allows designers to use empirical data.3.5 Digital ModelLarge number of digital models can be used to accurately describe the flow of any form of catchment tank, regardless of whether the roof flows stable. An example of this model is a combination of roof space model. This model enables users to classify different aspects of the data indicated, includes: details of the rains, the roof surface drainage and other details. Kinematics have also been used to study rainwater tank to flow from the research collection. A typical method is based on open system to solve a basic problem of spatial mobility. This model automaticallyresolve the sump outlet flow situation, but also to deal with the case of free jet can also be simulated space limited mobility and submerged discharge. Output values include depth and flow rate.Currently, the model is essentially just a variety of research tools, but also through practical engineering test. However, we should face up to the various role models.4 pipe systems groupComposition in the form and scope of the tube group determines the roof drainage system relies mainly on the traditional system or siphon action.4.1 Traditional stormwater systemsConventional roof drainage systems, the ground plane is generally vertical pipe-line network, connected to the sump outlet and underground drainage systems, critical systems as well as compensating tube. It should be emphasized that the angle between the ground and the compensating tube is less than 10 °. Capacity of the entire system relies mainly on the outlet tube instead of down.Flow vertical tube is usually free-flowing, full of only 33%, the efficiency depends on the excess length of the tube. If the drop tube long enough (typically greater than 5m), there may be an annular flow. Similarly, under normal circumstances flow compensation pipe is free-flowing, full of up to 70%. Such designed process both for the design, various equations can also be used.4.2 Siphon roof drainage systemIn contrast with the traditional drainage systems, Siphon roof drainage system relies on air flow outside the system, and the tube is full pipe flow stream.The designs are usually made on the assumption that the design of heavy rain, the system can quickly siphon discharge rainwater. This assumption allows the application of hydrostatic siphon system theory. Often used steady flow energy equation. While this approach ignores the small amount of energy loss at the entrance, but after the experiment showed that there are still conducive to practical use.However, steady-state design methods in the siphon system is exposed to rain when the system does not meet the standard requirements or changes in rainfall intensity is large is not applied. In the first case, there will be some mixing of air quality, annular flow occurs. These problems are not integrated in the system when more serious. Because usually designed rains are common, it is clear now design methodology over time may not apply to siphon system. This is a major disadvantage, because the design of the main problem is the noise and vibration problems.Despite the disadvantages of the prior design approach, but a lot of the world's very few engineering failure reports. When a failure occurs, most likely for the following reasons: An incorrect understanding of the operation pointsSubstandard materials listInstallation defectsMaintenance mismanagementTo overcome these disadvantages, we have recently launched a series of research projects, to discuss the siphon system, and the development of digital models. From this work we learn a lot. In contrast with conventional design methods of some assumptions, siphon system mainly has the following aspects:1) non-flow system of full flow2) levels of certain pipe-flowing full pipe flow3) full pipe flow downstream propagation through a vertical pipe, riser, etc.4) the inner tube flow occurs over the vertical section, the system to reduce the pressure5) downward tube is full pipe flow, there will be air lock6) appears completely siphon action until well into the air system is lower than a certain levelTable 4a column data indicate that below the design point, the system will siphon unstable flow, depth of the water collecting tank is insufficient to maintain the siphon action. Table 4b show that the unsteady flow in siphon system when it will appear.Table 5 lists the data output of a digital model. It can be seen that the model can accurately describe the siphon action, siphon and steady state, the data also show that the model can accurately describe the complex siphon action.5 ConclusionThis article has illustrated the critical roof drainage systems, but these are often overlooked in the urban drainage system design. This article also shows that the design process is a complex process, rely mainly on the performance of exports. The following conclusions are based on the design summed up:1) Run depend on three interacting parts: the roof, sump, water pipes2) Green roofs can reduce traffic and beautify the city3) the export performance of the system is essential4) siphon drainage system have a greater advantage in large-scale projects, but must be considered high maintenance costs5) Design siphon drainage system should consider additional capacity and operational issuesAlthough the green roof is a more attractive option, but the traditional roof of a building in the country will continue to dominate. Green roofs will be gradually developed, and gradually been widely accepted. Similarly, the roof drainage system shown effective that it will continue to play a huge role in the commercial building drainage systems.Roof drainage system of the greatest threats from climate change, existing systems tend to be not simply aging; rainfall patterns of change will result in inefficient operation, self-cleaning rate will be reduced. Changes in wind speed and the roof will also accelerate the aging of the roof, it is necessary to carry out maintenance. Taking into account the climate change, the increase in materials, roof collected rainwater will be more extensive. Currently, the amount of rain around the globe per person per day 7-300 liters in the UK, with an average consumption of 145L / h / d, of which only about one liter is used by people, about 30 per cent of the toilet, study shows If water shortage, rainwater collected on the roof of developed and developing countries are recommended approach.屋顶排水设计性能的近期与远期优势最近十年见证了屋顶排水系统设计方面的巨大变化，特别的是，虹吸雨水排水系统已经得到逐步改善，并且有可能得到重点应用。
给排水专业英文文献翻译
Key words: Sewage treatment, fixed-film and suspended-growth, Activated sludge Origins of sewage Sewage is created by residences, institutions, and commercial and industrial
stream, river, bay, lagoon or wetland, or it can be used for the irrigation of a golf
course, green way or park. If it is sufficiently clean, it can also be used for
waste stream (or treated effluent) and a solid waste or sludge suitable for discharge or
reuse back into the environment. This material is often inadvertently contaminated
Conventional sewage treatment may involve three stages, called primary,
secondary and tertiary treatment. Primary treatment consists of temporarily holding
(effluents) and domestic. It includes physical, chemical, and biological processes to
给排水工程专业饮用水水质问题及对策大学毕业论文外文文献翻译及原文
毕业设计（论文）外文文献翻译文献、资料中文题目：饮用水水质问题及对策文献、资料英文题目：文献、资料来源：文献、资料发表（出版）日期：院（部）：专业：给水排水工程班级：姓名：学号：指导教师：翻译日期： 2017.02.14毕业设计外文文献翻译学生姓名：学号：所在学院：专业：给水排水工程论文题目：Drinking Water Problems andSolutions Abstract指导教师：2007 年6月15日Drinking Water Problems and Solutions Abstract1 Introduction：Chlorination oxidation Introduction nearly half a ce ntury, the world economy has been developing rapidly, modernizationof industries, in particular synthetic chemical is used. Thesechemicals through most of human activities into a body of water, such as sewage and industrial wastewater discharges Agricultural use of fertilizers, pesticides wastage so that the water body accepted the physical and chemical traits a significant change [1]. Early 1980s found that more than 2,000 water organisms, water is more than 700, Among them, 20 kinds of carcinogens, suspected carcinogens 23 species, 18 species of croton oil, and 56 kinds of mutagens [2]. Now the world has attached great importance to trace organics pollution and human health.Currently many of the world's developing countries for drinking water purification methods, basically conventional coagulation sedimentation → → → sand filter chlorine disinfection process. This process for clarifying water to eliminate pathogens in water is very effective. After generally considered the conventional process, filter water after E. coli bacteria and infectious diseases such as HIV have access to basic removal. But with the water pollution, the intensification of a wide variety of organic matter into a body of water formed real solution, the conventional process is almost powerless. China's GB5749-85 "standard of drinking water" [3] Water detected a total of 35 projects. EC Directive provides drinking water were 66, the World Health drinking water regulations is 47. Compared with China, mainly to the increase in the trace organics project. Organic pollution of the drinking water situation, we must find new approaches.2 Commonly used method of disinfection of water treatmentIt is low cost, simple equipment, operation and management easy. But with the water chlorination of organic reaction occurred replace skull organic compounds, the so-called "three to" material, right, poses a potential human health hazards.1970s, the Netherlands and the United States found that treatment workers, chlorination, drinking water produced trihalomethanes (TCM) compounds, mainly chloroform,dichloroacetic acid, chlorine and bromine between the intermediate product. After the chlorination of drinking water has not only generated three skull methane, but also generate other skull Organics (TCO), concentration of TCM general concentration of 5 ~ 10%, which on human health have the same adverse effects [4]. TCM TCO and the main precursorof the three major categories : ①wreckage from the plant as a result of humic acid and fulvic acid degradation products, such as resorcinol, homovanillic acid and fulvic acid degradation products; ②algae from the pyrimidine amino acid, tryptophan, proline, uracil, protein; ③ industrial wastewater of certain compounds, such as phenols. Use chlorine to disinfect TCM TCO and the emergence of awareness of the existence of the hidden danger. Thus, non-chlorine disinfection technology research to develop rapidly.3 measures and the development trend [5] to solve the drinking water problem of pollutionthere are two ways : ①protection of drinking water sources;②strengthen water treatment processes. Generally speaking, the quality of our water environment is also hard to improve short period of time. To the increasing demands for drinking water, water pollution from access to quality drinking water, alternative method is to strengthen the water treatment process that uses advanced deep water treatment technology. Is briefly described below4 ConclusionClosing above the new water treatment technology now have their own shortcomings, to be further explored and examined. If UV-ozone and UV-CO2 is the most promising of the two photochemical oxidation, desire of the family or group users of drinking water depth and special treatment of organic wastewater treatment play an important role. UV-O3 combinedtechnique has been USEPA (EPA) to address the identification of multiple chlorobenzene the most effective technology. But the process in the current obstacles to the use of CO2 is separated from the water, choose a suitable carrier and fixed method, preparation or other forms of photo-catalyst, and research and development of photochemical oxidation and water needs to deal with the combination of UV light or metal skull of lights, so power, wavelength suitable and convenient. Membrane operate with convenience, good effect, but easy to silting and pollution, with its investment and operating costs are too high. KMnO4 and ozone oxidation, often generate many intermediate products, and even some organic fundamental ineffective. Therefore, in recent years more and more emphasis on the treatment of workers in physical, chemical, biological purification organically combine bold attempt, Research such as O3 - H2O2 - BAC, O3 - coagulation-activated sludge, KMnO4 - BAC O3-UV-H2O2, O3-film processing, O3-stripping and other possible joint technology, give full play to their respective means of the technical features and advantages of comprehensive management, in order to achieve the best removal.饮用水水质问题及对策1 引言近半个世纪以来，世界各国经济迅速发展，现代化工业，尤其是合成化工业更是突飞猛进，这些化学物质的大部分通过人类活动进入水体，如生活污水和工业废水的排放，农业使用化肥、杀虫剂的流失等，使接纳水体的物理化学性状发生了显著的变化〔1〕。
给排水工程外文翻译
给排水工程外文翻译 Final approval draft on November 22, 2020Short and Long Term Advantage roof drainage design performanceDecade has witnessed great changes in the design of the roof drainage system recently, particularly, siphon rainwater drainage system has been gradually improved, and there is likely to be the key application. At the same time these changes, urban drainage system design has undergone tremendous changes, because the scope of a wider urban drainage system design for sustainable development, as well as people for climate change flooding more attention. The main contents of this article is how to design roof drainage systems and make a good performance. Special attention is how to get rid of bad habits already formed the design, but also need to consider innovative roof drainage system, such as green roofs and rainwater harvesting systems.Practical application: In the past few years, the design of the roof rainwater drainage system has undergone tremendous changes. On large buildings, siphon rainwater drainage technology has been very common, as well as green roofs because it is conducive to green development, being more and more applications. Taking into account the ongoing research, this article focuses on how to effectively design a variety of roof rainwater drainage system, and make it achieve the desired design effect.1. IntroductionIn the past decade, the city and the water drainage system design has been widely accepted thinking about sustainable urban drainage system, or the optimal management direction. The main principles of the design of these systems is both a local level in line with the quality of development, but also to create some economic benefits for the investors. This principle has led to the development of new changes in the sump. Although the application of such a device is gradually reduced, but the urban environment relatively high demand areas still require 100% waterproof and rapid drainage, such as the roof. Typically roof drainage system in the design, construction and maintenance has not been given due attention. Although the drainage system investment costs account for only a small portion of the total construction investment, but not able to judge the loss caused by poor design.There are two different forms of roof drainage system design methods, namely the traditional and siphon method. Traditional systems rely on atmospheric pressure work, the drive ram affectedsink flow depth. Therefore, the conventional roof drainage systems require a relatively large diameter vertical drop tube, prior to discharge, all devices must be connected to the groundwatercollection pipe network. In contrast, siphonic roof drainage pipe systems are generally designed to full flow (turbulent flow meansthat require less exhaust pipe), which will form a negative pressure, the larger the higher flow rate and pressure head. Typically siphon system requires less down pipe work under negative pressure to the water distribution network can mean higher altitude work, thereby reducing the amount of underground pipe network.Both systems consists of three parts: the roof, rainwater collection pipes, pipe network.All of these elements are able to change the water pressure distribution system. This section focuses on the role and performance of each part. Due to the principle of siphon system has not been well understood, resulting argument is relatively small, this article will highlight siphon system.2. RoofThe roof is usually designed by the architect, designer and not by the drainage design. There are three main roof.2.1 Flat roofFlat roofs are used in industrial buildings less rainfall regions and countries. This roof is not completely flat, but lower than the minimum roof slope may require. For example, the United Kingdom require maximum slope of 10 °. Setting minimum slope in order to avoid any unnecessary water.Despite the flat roof if it is not properly maintained will have more problems, but it will reduce the dead zone within the building, and the ratio of sloping roofs in favor of indoor air.2.2 sloping roofsMost residential and commercial buildings are pitched roof, inclined roof is the biggest advantage can quickly drain, thereby reducing leakage. In temperate regions, we need to consider carrying roof snow load. Once it rains, rainfall through the sloping roofs can be determined by calculation. When rainfall data can be used, you can use the kinematic theory to solve such problems.2.3 green roof (flat or inclined)It can prove roof is the oldest green roofs, including rainfall can reduce or disperse roof planted with plants. It can be planted with trees and shrubs roof garden, it can also be a vegetated roof light carpet. Wherein the latter technique has been widely used. Some of these applications tend to focus on aesthetic requirements and are often used in green development. Since the aesthetic requirements and pressure requirements, as well as green roofs thermal insulation function, reduce the heat island effect, silencer effect, extend the life of the roof.Green roofs in Germany, the most widely used, followed in North America, but to consider the impact on the aesthetics. Germany is by far the most experienced countries in the 19th century have practical application, then as an alternative to reduce the risk of fire tarroof an option in urban areas. Germany is currently the main research question on the cultivation of other issues to consider smaller cities. A study from 1987 to 1989, was found packed with 70 mm thick green roof can be reduced by 60% -80% of heat loss. In a Canadianwork computer model based on the roof indicates that as long as the sump, the area can reach 70% of the roof area can be reduced by 60 percent in one year, the same model was also used for artificial rainfall, which the results indicate that rainfall in the catchment season helps to drain away rainwater.However, none of these studies show that green roofs can play a useful role in the rainfall season, or how high collection efficiency of water supply. The United States did some tests, as long as the green roofs regular watering, can reduce 65 percent of the runoff ina rainfall. America's most authoritative green roof guidelines by the New Jersey state environmental agencies promulgated. The mainprinciple is to solve the structural problems of light, and how can the normal drainage after two years.Rainfall period is based on the probability of failure is determined. The system is typically based on rainfall during rainstorms two minutes, two minutes, have a choice. Although this model will get more traffic, but there is no other better alternative. Studies have shown that the traditional model is applied to study green roofs are premature.Loss factor than traditional roof records should be small, about 98.7%.Peak flow will be reduced, although not penetrate, the surface roughness but also have a significant impact.Concentrated rainfall than two minutes for a long time,especially for large roof areas, such as public buildings, commercial buildings, industrial buildings.Urban drainage design should also consider other factors, for a complex system, a green roof in a rain is not enough. Water flow duration curve shows a longer than traditional systems. And two independent and will affect between is possible, which requires a more precise time period.3. Rainwater CollectorBasic requirements rainwater collector is designed to be able to accommodate rainfall rainstorms. Although it is possible to make a slightly inclined roof drainage purposes, but the nature of the construction industry and building settlement will become flat roofTypically, the tank is placed in a horizontal, sectional view of the water is outwardly inclined, which the role of hydrostatic.3.1 drain outletAnalyzing rainwater collector has sufficient volume is the key to the sump outlet external setting conditions. Also affect the flow rate into the storm water drainage system piping, but also affect the depth of the water catchment. Although the depth of the sump will not bring any particular problems, but too deep can cause excessive sump.Numerous studies in the 1980s showed that the flow of conventional roof drainage system outlet can be divided into two cases. It depends on the size of the depth and size of the outlet. When the water depth is less than half the diameter of the outlet, the flow of the first type, and the outlet of the flow can be calculated by an appropriate equation; water depth increases, exports are slowly clogging the flow will become another form forms, at the same time, the flow of exports can be obtained through other equations. While conventional roof drainage systems are designed to be free-draining, but may cause limitations encountered in the design of the flow is not free. In this case, it will require additional depth.Siphon roof drainage systems, the outlet is designed to be submerged stream. In this case, the depth of the outlet of the decision is more complicated, because the design of the sump depends on the flow. Recent studies have shown that conventional roof drainage systems use a variety of non-standard catchment, their depth and height, bigger than the diameter of the outlet. This will eventually result in a siphon effect. For a given catchment, the flow depends on the starting end of the drop tube diameter. A similar phenomenon has also been used to study the standard catchment, in these circumstances, only limited siphon action occurs within relatively close distance from the exit.3.2 tank flow classificationIn the complex flow sump outlet flow classification, can be seen from Table 2a, the flow will be uniform layering, regardless of whether the same inlet flow. Table 2b and 2c show, exportdistribution will greatly influence the flow.When the outlet is not a free jet, sump outlet complex flow classification is difficult to describe. Because each catchment tank pressures are likely to be merged. For example, the siphon tube system design point is at near full jet outlet flow classification depends on the energy loss of each branch.3.3 hydrostatic sectionalSump shape of the water surface in the canal can be classified according to the flow equation. In most cases, a low flow rate meansthat there is less friction loss, if exports are free jet, thefriction loss is negligible cross-section through the hydrostatic equation 1 to determine the horizontal distance.Where Q-- flow (m3 / s)T- surface width (m)g- acceleration of gravity (m / s2)F- flow area (m2)Equation 1 can not be ignored when the friction required to correct (or very long pipe velocity is large), or not a free jet.3.4 The current design methodsThe previous discussion has highlighted the main factors that should be considered with sink design. However, without the help of a certain number of models, computing hydrostatic sectional roof drainage system, the volume of the sump is possible. This large commercial and manufacturing industry, is a development opportunity, you can merge several kilometers of water routes. Thus, the conventional drainage system sump design methods are mainly based on experience, and assume that exports are free jet.Sump location in the building, it may cause the example to fail. Different interface sumpExcept in the case cited above, but also allows designers to use empirical data.3.5 Digital ModelLarge number of digital models can be used to accurately describe the flow of any form of catchment tank, regardless of whether the roof flows stable. An example of this model is a combination of roof space model. This model enables users to classify different aspects of the data indicated, includes: details of the rains, the roof surface drainage and other details. Kinematics have also been used to study rainwater tank to flow from the research collection. A typical method is based on open system to solve a basic problem of spatial mobility. This model automatically resolve the sump outlet flow situation, but also to deal with the case of free jet can also be simulated space limited mobility and submerged discharge. Output values include depth and flow rate.Currently, the model is essentially just a variety of research tools, but also through practical engineering test. However, we should face up to the various role models.4 pipe systems groupComposition in the form and scope of the tube group determinesthe roof drainage system relies mainly on the traditional system or siphon action.4.1 Traditional stormwater systemsConventional roof drainage systems, the ground plane is generally vertical pipe-line network, connected to the sump outlet and underground drainage systems, critical systems as well as compensating tube. It should be emphasized that the angle between the ground and the compensating tube is less than 10 °. Capacity of the entire system relies mainly on the outlet tube instead of down.Flow vertical tube is usually free-flowing, full of only 33%, the efficiency depends on the excess length of the tube. If the drop tube long enough (typically greater than 5m), there may be an annular flow. Similarly, under normal circumstances flow compensation pipe is free-flowing, full of up to 70%. Such designed process both for the design, various equations can also be used.4.2 Siphon roof drainage systemIn contrast with the traditional drainage systems, Siphon roof drainage system relies on air flow outside the system, and the tubeis full pipe flow stream.The designs are usually made on the assumption that the design of heavy rain, the system can quickly siphon discharge rainwater. This assumption allows the application of hydrostatic siphon system theory. Often used steady flow energy equation. While this approach ignores the small amount of energy loss at the entrance, but after the experiment showed that there are still conducive to practical use.However, steady-state design methods in the siphon system is exposed to rain when the system does not meet the standard requirements or changes in rainfall intensity is large is not applied. In the first case, there will be some mixing of air quality, annular flow occurs. These problems are not integrated in the system when more serious. Because usually designed rains are common, it is clear now design methodology over time may not apply to siphon system. This is a major disadvantage, because the design of the main problem isthe noise and vibration problems.Despite the disadvantages of the prior design approach, but a lot of the world's very few engineering failure reports. When a failure occurs, most likely for the following reasons:An incorrect understanding of the operation pointsSubstandard materials listInstallation defectsMaintenance mismanagementTo overcome these disadvantages, we have recently launched aseries of research projects, to discuss the siphon system, and the development of digital models. From this work we learn a lot.In contrast with conventional design methods of some assumptions, siphon system mainly has the following aspects:1) non-flow system of full flow2) levels of certain pipe-flowing full pipe flow3) full pipe flow downstream propagation through a vertical pipe, riser, etc.4) the inner tube flow occurs over the vertical section, the system to reduce the pressure5) downward tube is full pipe flow, there will be air lock6) appears completely siphon action until well into the air system is lower than a certain levelTable 4a column data indicate that below the design point, the system will siphon unstable flow, depth of the water collecting tank is insufficient to maintain the siphon action. Table 4b show that the unsteady flow in siphon system when it will appear.Table 5 lists the data output of a digital model. It can be seen that the model can accurately describe the siphon action, siphon and steady state, the data also show that the model can accurately describe the complex siphon action.5 ConclusionThis article has illustrated the critical roof drainage systems, but these are often overlooked in the urban drainage system design. This article also shows that the design process is a complex process, rely mainly on the performance of exports. The following conclusions are based on the design summed up:1) Run depend on three interacting parts: the roof, sump, water pipes2) Green roofs can reduce traffic and beautify the city3) the export performance of the system is essential4) siphon drainage system have a greater advantage in large-scale projects, but must be considered high maintenance costs5) Design siphon drainage system should consider additional capacity and operational issuesAlthough the green roof is a more attractive option, but the traditional roof of a building in the country will continue to dominate. Green roofs will be gradually developed, and gradually been widely accepted. Similarly, the roof drainage system shown effective that it will continue to play a huge role in the commercial building drainage systems.Roof drainage system of the greatest threats from climate change, existing systems tend to be not simply aging; rainfall patterns of change will result in inefficient operation, self-cleaning rate will be reduced. Changes in wind speed and the roof will also accelerate the aging of the roof, it is necessary to carry out maintenance. Taking into account the climate change, the increase in materials, roof collected rainwater will be more extensive. Currently, the amount of rain around the globe per person per day 7-300 liters in the UK, with an average consumption of 145L / h / d, of which onlyabout one liter is used by people, about 30 per cent of the toilet, study shows If water shortage, rainwater collected on the roof of developed and developing countries are recommended approach.屋顶排水设计性能的近期与远期优势最近十年见证了屋顶排水系统设计方面的巨大变化，特别的是，虹吸雨水排水系统已经得到逐步改善，并且有可能得到重点应用。
给水排水工程专业英语文献翻译原文第一篇
Abbreviations: ADF, Aerobic Dynamic Feeding, also designated as “feast and famine”; CSTR, Continuous Stirred Tank Reactor; C/N, Carbon to nitrogen ratio; HAc, Acetic acid; HB, Hydroxybutyrate; HBut, Butyric acid; HLac, Lactic acid; HProp, Propionic acid; HV, Hydroxyvalerate; HVal, Valeric acid; HRT, Hydraulic Retention Time; OUR, Oxygen Uptake Rate; PHA, Polyhydroxyalkanoate; qP, Maximum specific polymer storage rate; -qS, Maximum specific substrate uptake rate; SBR, Sequencing Batch Reactor; SRT, Sludge Retention Time; TOC, Total Organic Carbon; VFA, Volatile Fatty Acid; VSS, Volatile Suspended Solid; VSSmax, Volatile Suspended Solids at the time of maximum polymer accumulation; X, Active Biomass; Xi, Initial active biomass concentration; YO2/X, Respiration yield, in Cmmol/Cmmol VFA; YP/S, Polymer storage yield, in Cmmol HA/Cmmol VFA; YX/S, Growth yield in Cmmol X/Cmmol VFA
给水毕业设计英语作文
给水毕业设计英语作文Designing a Water Treatment System: A Comprehensive ApproachWater is an essential resource that sustains life on our planet. As the world's population continues to grow, the demand for clean and reliable water sources has become increasingly crucial. Designing an effective water treatment system is a complex task that requires a comprehensive understanding of various scientific and engineering principles. In this essay, we will explore the key aspects involved in creating a water treatment system for a graduation project.Firstly, it is essential to understand the characteristics of the water source that needs to be treated. This includes analyzing the physical, chemical, and biological properties of the water, as well as identifying any potential contaminants or impurities. This information will guide the selection of appropriate treatment processes and technologies to be incorporated into the system.One of the primary goals of a water treatment system is to remove harmful substances and ensure the water meets the required standards for its intended use, whether it be for domestic, industrial, or agricultural purposes. This may involve a combination of physical,chemical, and biological treatment methods, such as sedimentation, filtration, disinfection, and adsorption.Sedimentation is a physical process where suspended particles are allowed to settle out of the water, typically through the use of settling tanks or clarifiers. This step helps to remove larger particles and reduce the overall turbidity of the water.Filtration is another crucial component of water treatment, where water is passed through a porous medium, such as sand, gravel, or membranes, to remove smaller particles and dissolved substances. Depending on the specific contaminants present, different filtration technologies may be employed, including multimedia filtration, membrane filtration, or adsorptive filtration.Chemical treatment methods, such as chlorination or ozonation, are often used to disinfect the water and kill any harmful microorganisms, such as bacteria, viruses, and protozoa. This step is essential to ensure the safety and potability of the water.In addition to these conventional treatment processes, innovative technologies, such as advanced oxidation processes, membrane bioreactors, and electrochemical treatment, are increasingly being explored to enhance the efficiency and effectiveness of water treatment systems.The design of a water treatment system must also take into account the specific needs and requirements of the end-users, as well as the available resources, infrastructure, and environmental regulations. This may involve considerations such as the volume of water to be treated, the desired water quality parameters, the energy and resource requirements, and the disposal or reuse of the generated waste streams.Furthermore, the design process should incorporate principles of sustainability and environmental stewardship. This may include the use of renewable energy sources, the optimization of resource consumption, and the minimization of environmental impact throughout the entire life cycle of the water treatment system.Once the design is complete, it is crucial to conduct thorough testing and evaluation to ensure the system's performance meets the desired objectives. This may involve pilot-scale studies, field trials, and comprehensive monitoring and analysis of the treated water quality.In conclusion, the design of a water treatment system for a graduation project is a multifaceted endeavor that requires a deep understanding of various scientific and engineering disciplines. By incorporating a comprehensive approach that addresses the watersource characteristics, treatment processes, sustainability considerations, and performance evaluation, the resulting system can effectively address the growing demand for clean and reliable water resources.。
给排水专业毕业设计翻译中英文对照(20页)
Oxidize ditch craft in dirty water handle of application and development Summary: This text expatiated primarily the Carrousel oxidizes the construction, craft mechanism of the ditch and circulate the problem exsited in the process with the homologous the method of solution.Finally, introduce the Carrousel oxidize the latest research progress of the ditch and pointed out the future and main research direction.Key phrase: The Carrousel oxidizes ditch divideds by the phosphor takes off the nitrogen construction mechanism Application and Development of Carrousel Oxidation Ditch Process on Wastewater TreatmentAbstract: The structure and the techniques of carrousel oxidation ditch process on nitrogen and phosphor removal are introduced in this paper. The problems inrunning and their corresponding resolvent are also pointed. At last, The authorshowed the up to date research improvement and the mainly future research dire-ction.Key words: Carrousel; oxidation ditch; nitrogen and phosphor removal; structure;techniques1. ForewordOxidize the ditch( oxidation ditch) again a continuous circulation spirit pond( Continuous loop reactor), is a live and dirty mire method a kind of to transform.Oxidizing the dirty water in ditch handles the craft be researched to manufacture by the hygiene engineering graduate school of Holland in the 50's of 20 centuries success.Since in 1954 at Dutch throw in the usage for the very first time.Because its a water fluid matter good, circulate the stability and manage convenience etc. technique characteristics, already at domestic andinternational and extensive application in live the dirty water to is dirty to manage aqueously with the industry[1].Current application than oxidize extensively the ditch type include:The ( Pasveer) oxidizes the ditch, the ( Carrousel) oxidizes the ditch, ( Orbal) oxidizes the ditch, the type of T oxidizes the ditch( three ditch types oxidize the ditch), the type of DE oxidizes the ditch to turn to oxidize the ditch with the integral whole.These oxidize the ditch because of the difference of esse in construction with circulating, therefore each characteristics[2].This text will introduce construction, mechanism, existent problem and its latest developments that Carrousel oxidize ditches primarily.2. The Carrousel oxidizes the construction of the ditchThe Carrousel oxidize the ditch to be researched to manufacture by Dutch DHV company development in 1967.Oxidize the last the company of DHV in foundation of the ditch in the original Carrousel to permited specially the company EIMCO to invent again with its patent in the United States Carrousel 2000 system( see the figure ), realizes the living creature of the higher request takes off the nitrogen with divided by the function of .There has been in the world up to now more than 850 Carrousels oxidize the ditch with the Carrousel 2000 system are circulating[3].From diagram therefore, the Carrousel oxidizes the ditch the usage the spirit of that definite direction control with shake up the device, face to mix with the liquid deliver the level speed, from but make drive the liquid of admixture that shake up is in oxidize ditch shut match outlet circulate flow.Therefore oxidize the ditch have the special hydraulics flows the , current complete mix with the characteristics of the type reactor, have the characteristics that push the flow type reactor again, the ditch inside exsits obviously of deliquescence oxygen density steps degree.Oxidizing the ditch crosssection is rectangle or trapezoids, the flat surface shape is many for oval, the ditch internal water is deep general for 2.5 ～4.5 ｍ, the breadth is deep compare for 2:1, also have the deep water amount to 7 ms of, ditch inside average speed in water current is 0.3 ms/ s.Oxidize ditch spirit admixture equipments contain surface spirit machine, the spirit of turn to brush or turn the dish and shoot to flow the spirit machine, pipe type spirit machine with promote take care of type spirit machine etc., match with in recent years usage still contain underwater push machine[4~6].3. The Carrousel oxidizes the mechanism of the ditch3.1 The Carrousel oxidizes the ditch handles dirty and aqueous principleThe at the beginning common Carrousel oxidizes the dirty water in inside in craft of the ditch direct with dirty mire in reflux together enter oxidize the ditch system.The surface spirit machine makes fuse in the liquid of admixture the density of the oxygen DO increases about 2 the 3 mgs/ L.Under this kind of well the term of the oxygen , the microorganism gets the enough deliquescence oxygen comes and go to divided by the BOD;At the same time, the ammonia were too oxidized nitrate with second nitrate, this time, mix with the liquid be placed in the oxygen appearance.In the spirit machine downstream, after water current be become by the swift flow appearance of the spirit District of even flow the appearance, the water current maintains in the minimum current velocity, guaranteeing the live and dirty mire be placed in the floats the appearance.( average current velocity>0.3 ms/ s)Oxidize microbially the process consumed to fuse the oxygen in the water, until the value of DO declines for zero, mixing with the liquid report the anoxia appearance.Versa nitric that turn the function through anoxia area, mix with the liquid enter to have the oxygen area, completing once circulating.That system inside, theBOD declines the solution is a continuous process, the nitric turns the function to turn with the versa nitric the function take place in same pond.Because of structural restrict, this kind of oxidize the ditch although can then valid whereabouts BOD, divided by the phosphorus take off the nitrogenous ability limited[7].For the sake of the acquisition better divided by the phosphorus take off the nitrogenous result, Carrousel 2000 systems increased a oxygen District before common Carrousel oxidize ditch with the unique oxygen area.( call again that the versa nitric in front turns the area)The dirty mire in all refluxes enters the anaerobic District with 10-30% dirty water, can under the anoxia with 10-30% carbon source term complete remaining of dirty mire in reflux inside nitric acid nitrogen to versa nitric to turn, creates for the unique oxygen pond of hereafter unique oxygen term.At the same time, anaerobic District inside of concurrently the sex germs convert the dissolubility BOD VFA, the germ acquire the VFA its assimilation PHB, the energy source needed solves in the phosphoric water and cause phosphatic releasing.The anaerobic District a water enters the inner part installs the unique oxygen area that have the mixer, the so-called unique oxygen is a pond inside to mix with liquid since have no the numerator oxygen, also have no the compound oxygen( nitric acid root), the here unique oxygen environment is next,70-90% dirty water can provide the enough carbon source, can make the germ of released the phosphorus well.The unique oxygen area connects behind the common Carrousel oxidizes the ditch system, further completing to do away with the BOD and take off the nitrogen with divided by the phosphorus .Finally, mix with the liquid transfer the dirty mire inside in oxidize ditch enrich oxygen area eject, while enriching the oxygen environment germ surfeit, phosphorus from the water, ejecting the system with the dirty mire in surplus.Like this, in Carrousel 2000systems, than completed to do away with the BOD, COD with take off at the same time goodly the nitrogen divided by the phosphorus .Synthesizing and dirty water in the river City , long sand City decontamination center[s of the dirty the factory of water in the first in Kunming of adoption that crafts handles the movement result of the factory therefore:Through Carrousel 2000 system after handling, the BOD, COD, SS does away with the rate to all come to a 90% above, the TN does away with the rate comes to a 80%, the TP does away with the rate to also come to a 90%.3.2 The Carrousel oxidizes the ditch divideds by the phosphorus takes off the nitrogenous influence factor.Affecting the Carrousel oxidizes the ditch divideds by the phosphoric factor is dirty mire , nitrate density and quality densities primarily.The research expresses, being total and dirty mire as 11% that a hour biggest phosphorus 4% with deal is its fuck dirty mire deal within live and dirty mire, keep for the the germ physical endowment measures, but when dirty mire over 15 d hour dirty mire the inside is biggest to contain the obvious descent in deal in phosphorus , canning not reach the biggest divideding by the result of phosphorus on the contrary.Therefore, prolong persistently the dirty mire ( for example 20ds,25ds,30ds) is to have no necessary, proper choose to use within the scope of 8~15 d.At the same time, high nitrate density with low quality density disadvantage in divided by the process of phosphorus .Affecting the Carrousel oxidizes the ditch takes off the nitrogenous and main factor is DO, nitrate density and carbon source densities.The research expresses, oxidizing the ditch inside exsits deliquescence oxygen density steps degree namely the good oxygen area DO attains 3~3.5 mgs/ L, the anoxia area DO attains 0~0.5 mgs/ L is a prior condition to take place nitric turn reaction and versa nitricsturn the reaction.At the same time, ample carbon source and higher C/ the N ratio benefits to take off to complete nitrogenously[7].4. The Carrousel oxidizes problem and solution methods of the ditch esse.Though the Carrousel oxidizes the ditch has a water fluid matter good, the anti- pounds at the burthen ability strong, divided by the phosphorus take off the nitrogen efficiency. But, in physically of movement process, still exsits a series of problem.4.1 Dirty mire inflation problemWhen discard the aquatic carbohydrate more, the N, P contains the unbalance of deal, the pH value is low, oxidizing the dirty mire in inside in ditch carries high, fuse the oxygen density the shortage, line up the mire not etc. causes easily dirty mire in germ in form in silk inflation;Not the dirty mire in germ in form in silk inflation takes place primarily at the waste water water temperature is lower but the dirty mire carries higher hour.The microbial burthen is high, the germs absorbed the large quantity nourishment material, is low because of the temperature, metabolism the speed is slower, accumulating the rises large quantity is high to glue sexual and many sugar materials, making the surface of the live and dirty mire adhere to the water to increase consumedly, SVI the value is very high, becoming the dirty mire inflation.Cause that aim at the dirty mire inflation, can adopt the different counterplan:From the anoxia, water temperature high result in of, can enlargement tolerance or lower into the water measures to alleviate burthen, or the adequacy lowers the MLSS( control dirty mire reflux measure), making need the oxygen measures decrease;If the dirty mire carries high, can increase MLSS, to adjust the burthen, necessity the hour can stop into the water, stuffy a period of time;Can pass the hurl add the nitrogen fertilizer, phosphorus fatty, adjust the admixturenourishment in the liquid material equilibrium( BOD5:N:P=100:5:1);The value of pH over low, can throw to add the lime regulate;Bleach the powder with the liquid chlorin( press to fuck 0.3% of the dirty mire~0.6% the hurl adds), can repress the silk form germ breed, controling the dirty mire in combinative water inflation[11].4.2 Foam problemBecause entering to take the grease of large quantity in the water, handling system can't completely and availably its obviation, parts of greases enriches to gather in in the dirty mire, through turn to brush the oxygen agitation, creation large quantity foam;The mire is partial to long, the dirty mire is aging, and also easy creation foam.Spray to pour the water or divided by with the surface the of do away with the foam, in common use divided by the an organism oil, kerosene, the oil of silicon, throw deal as 0.5~1.5 mgs/ L.Pass to increase dirty mire in pond in spirit in density or adequacies let up the tolerance of , also can control the foam creation effectively.When contain the live material in surface in the waste water more, separate with the foam easily and in advance method or other methods do away with.Also can consider to increase to establish a set of divideding by the oil device moreover.But enhance most importantly the headwaters manage, reducing to contain the oil over the high waste water and other poisonous waste water of into[12].4.3 Float the problem on the dirty mireWhen contain in the waste water the oil measures big, whole system mire quality become light, can't like to control very much in operate process its at two sink the pond stop over time, resulting in the anoxia easily, producing the corrupt and dirty mire ascend to float;When spirit time over long, take place in pond the high degree nitric turn the function, making nitrate density high, at two sink theversa nitric in easy occurrence in pond turn the function, creation nitrogen spirit, make dirty mire ascend float;Moreover, contain the oil in the waste water?Take place the dirty mire ascend after floating should pause enter water, broke off or dirty mire in clearance, judge the clear reason, adjust the operation.The dirty mire sinks to decline the sex bad, can throw to add of oagulate or sloth materials, the improvement precipitates the sex;Such as enter the water carries big let up into the water measures or the enlargement reflux measures;Such as the dirty mire grain small lower the spirit machine turn soon;If discovers versa nitric turning, should let up the toerance , enlarge the reflux or row the mire measures;If discover the dirty mire is corrupt, should enlargement tolerance, the clearance accumulates the mire, and try the ameliorative pond internal water dint term[12].4.4 Current velocity is not all and the dirty mire sinks to accumulate the problemIn Carrousel oxidize ditch, for acquiring its special admixture with handles result, mix with liquid must with certain current velocity is in ditch circulate flow.Think generally, the lowest current velocity should should attain for an average current velocity for, doing not take place sinking accumulating 0.3~0.5 ms/ s.The spirit equipments that oxidize the ditch is general to turn to brush for the spirit of to turn the dish with the spirit of , turning to brush of immerse to have no depth for 250~300 mms, turn the dish immerse to have no depth for 480~530 mms.With oxidize the ditch water the deep(3.0~3.6 ms) comparing, turn to brush occupied the deep 1/10~ in water 1/12, turned the dish to also occupy the 1/6~ only 1/7, therefore result in to oxidize the ditch upper part current velocity bigger( roughly 0.8~1.2 ms, even larger), but the bottom current velocity is very small( especially at the water is deep 2/3 or 3/4 below, mix with theliquid has no current velocity almost), causing ditch bottom large quantity accumulate the mire( sometimes accumulate the mire thickness amount to a 1.0 ms), the valid capacity that reduced to oxidize the ditch consumedly, lowered to handle result, affected a water fluid matter.Adding the top, downstream leads to flow the plank is a valid method that ameliorative current velocity distribute, increases the oxygen ability with the most convenient measure.The upper stream leads to flow the plank installs at be apart from to turn the 4.0 places( upper stream) ：dish( turn to brush) axis, lead to flow plank high degree as the deep 1/5~ in water 1/6, combine the perpendicularity install in the surface;The downstream leads to flow the plank installs at be apart from to turn dish( turn to brush) axis 3.0 ms.Leading to flow knothole material can use metals or glass steels, but regard glass steel as good.Lead to flow the plank compares with other ameliorative measure, can't not only increase the motive consumes with revolves cost, but also can still than significantly exaltation 充oxygen ability with theories motive efficiency[13].Moreover, pass in the spirit on board swim to establish the underwater push machine can also turn to the spirit of the liquid of admixture that brush the bottom low speed area circulates to flow to rise positive push function, from but the solution oxidizes the problem that low and dirty mire in current velocity in bottom in ditch sink accumulates.Establish the underwater push machine useds for exclusively the push mixs with the liquid can make movement method that oxidize the ditch much more vivid, this for economy energy, lift the high-efficiency having the very important meaning[14].5. The Carrousel oxidizes the development of the ditchBecause the dirty water handles standard inside to divided by the phosphorus take off the nitrogenous request more and more strict,the development that Carrousel further oxidized the ditch to also get.Current, the research and application includes morely below two category type:Tiny bore spirit type Carrousel 2000 systems, Carrousel 3000 system.5.1 Tiny bore spirit type Carrousel 2000 systemTiny bore spirit type Carrousel 2000 tiny bore in adoption in system spirit( provide oxygen equipments as the drum breeze machine), the tiny bore spirit machine can produce the diameter of large quantity as a surface for or so and small spirit steeping, this consumedly increases spirit bubble accumulates, undering the certain circumstance in capacity in pond make the oxygen transfer the gross measures aggrandizement.( if deep increment in pond, its spread the quality efficiency will be higher)Produce the technique ability of the factory house according to the current drum breeze machine, the valid water of the pond is deep biggest amounting to a 8 ms, therefore can select by examinations according to the different craft request the fit water is deep.The tradition oxidizes the ditch pushes to flow is to make use of to turn to brush, turn a disc or pour the umbrella type form machine realizes of, its equipments utilization is low, the motive consumes big.Tiny bore spirit type Carrousel 2000 systems then adopted the underwater pushes the way that flow, rises to dive the propeller the leaf the motivation that round creation the direct function namely in the of water, at push to flow the function to can keep dirty mire from sinking to decline effectively again at the same time.As a result, the adoption dives the propeller since lower the motive consume, making mire water got again to mixs with adequately.Seeing from water power characteristic, tiny bore spirit type Carrousel 2000 systems are wreaths form the fold flows the pond type, concurrently pushing the flow type with complete mix with the typeflows .In regard to whole oxidize ditch, can think that oxidize the ditch is a complete mix with spirit pond, its density variety coefficient smallest even can neglect to do not account, enter the water will get the dilution quickly, therefore it have the very strong anti- pounds at the burthen ability.But have oxidize ditch inside of a certain very much the some pushing the characteristic of the flow type, in the nearby district in downstream in machine in spirit inDO density higher, but along with increase with spirit machine distance continuously then the density of DO lowers continuously.( appear the anoxia area)This kind of structure method makes friendly oxygen in area in anoxia area exsited to build the thing inside , making use of its water power characteristic well, coming to an efficiently the living creature takes off the nitrogenous purpose.Tiny bore spirit type Carrousel 2000 system though have the oxygen ability strong, divided by the phosphorus take off the nitrogen effective, cover the area little with can consume low etc. advantage, it also exsits at the same time the problem that tiny bore spirit equipments maintain.Current, the service life of the local and tiny bore spirit machine is 5 years in 4~, can amount to 10 years in 8~ goodly, but with import the tiny bore spirit machine compare to still have the certain margin.The spirit machine maintains unlike the form equipments is so convenient, it need to fuck the pond talent fixs, and also is to say once the tiny bore spirit machine appears the problem to need the adoption parallel two inconvenience for or third sets to solving problem, or adopting promoting device waiting to resolving, this too will giving production with managing bringing biggest[15 16].5.2 Carrousel 3000 systemCarrousel 3000 systems are in the Carrousel 2000 systems are ex- to plus a living creature the choice the area.That living creaturechoice area is a craft to make use of high organism carries to sieve germ grow, repress silk form germ increase, increase each pollutant do away with the rate, afterward principle together Carrousel 2000 system.Carrousel 3000 system of bigger increases to express at:An is to increased the pond deep, can amount to 7.5~8 ms, united at heart circle type, the pond wall uses totally, reducing to cover the area, lowering to build the price to increases to bear the low temperature ability at the same time;( can amount to 7 ℃ )Two is the liquid of admixture that spirit equipments that skillful design, the form machine descends to install to lead to flow , the anoxia of take out , adopt the underwater propeller solution current velocity problem;Three is to used the advanced spirit controller QUTE.( it adopt the much aer kind of changing the deal control mode)Four is to adopt the integral whole turn the design, starting from the center, including below wreath form consecution craft unit:Enter the well of water with the cent water machine that used for the live and dirty mire in reflux;Difference from four-part the choice pond that cent constitute with 厌oxygen pond.This outside is a Carrousel to have three spirit machine with a prepare versa nitric turn the pond 2000 system.( such as figure 2 show)Five is tube line that the design that the circular integral whole turn to make oxidize the ditch do not need additionally, can immediately realize dirty mire in reflux allotment in different craft unit[17].6. ConclusionThe Carrousel oxidizes the ditch because of having the good a phosphorus takes off the nitrogen ability, anti- pounds at the burthen ability with circulate to manage the convenience etc. the advantage, having got the extensive application.But because of technological development with social advance, that craft is necessarily willexaltation getting further.The author thinks:The Carrousel oxidizes the future research direction of the ditch will now of main below several aspects.1 Combination living creature method, research with develop the living creature model Carrousel oxidize the ditch.Like this can not only increases the microorganism gross of the unit reactor measures, from but increases the organism carries, but also living creature oneself the inside that have places the A/ the system of O enhances to take off the nitrogen result[18].2 Increases continuously the Carrousel oxidize the microbial activity in inside in ditch.For example throw to add the EM in oxidize ditch with single mind the germ grow, throws in that the salt of iron make the microorganism tame the live char in iron, devotion in living creature to become the formation to strengthen the germ gum regiment and increases to bear the toxicity pound at etc..3 Increasing the Carrousel oxidizes the ditch equipments function with supervise and control the technique.Function that increases form machine, underwater propeller, reduce to maintain the workload;Making use of DO, etc. of ORP many targets supervises and control the technique and changes the technique of is from now on the Carrousel oxidizes ditch science circulate necessarily from it road.4 Increasing the Carrousel oxidizes the ditch resistant to cold and bear toxicity can, reduce to cover the area to build the price with the engineering.Theoretical application, deep pond in water power term with the research of the craft function is to lowers the engineering builds the price and increases resistant to cold bear the toxicity can wait to provide the possible direction.氧化沟工艺在污水处理中的应用与发展摘要：本文主要阐述了Carrousel氧化沟的结构、工艺机理、运行过程中存在的问题和相应的解决方法。
毕业设计水利水电工程英文文献翻译
外文文献：hydraulicturbines and hydro—electric powerAbstractPower may be developed from water by three fundamental processes ：by action of its weight, of its pressure，or of its velocity，or by a combination of any or all three。
In modern practice the Pelton or impulse wheel is the only type which obtains power by a single process the action of one or more high-velocity jets. This type of wheel is usually found in high—head developments. Faraday had shown that when a coil is rotated in a magnetic field electricity is generated. Thus, in order to produce electrical energy, it is necessary that we should produce mechanical energy，which can be used to rotate the ‘coil’。
The mechanical energy is produced by running a prime mover （known as turbine ）by the energy of fuels or flowing water. This mechanical power is converted into electrical power by electric generator which is directly coupled to the shaft of turbine and is thus run by turbine. The electrical power, which is consequently obtained at the terminals of the generator，is then transited to the area where it is to be used for doing work.he plant or machinery which is required to produce electricity (i.e。
给排水毕业设计外文翻译
生物质源技术100(2009)3820-3824内容列表供给在ScienceDirect 生物质源技术期刊主页在一个 A2O-MBR 反响器中实现污泥的脱氮除磷技术J. Rajesh Banu, Do Khac Uan, Ick-Tae Yeom *土木及环境工程部门,SungKyunKwan大学,300,Chunchun-dongJangan-gu,Suwon-Si,440-746、韩国，文章有关信息文章根源2008 年 7 月 20 日收录修正于 2008 年 12 月 11 日2008 年 12 月 15 日经过2009 年 2 月 25 日公布在网上重点词A2O 反响器MBR脱氮除磷技术TMP纲要在当前的研究中, 一种先进的污水办理工艺研制出了在A2O-MBR过程归并减少节余污泥和回收磷的技术。
A2O-MBR反响器在 17LMH流量下连续运转210 天。
而后在两周内逐渐提升设计流量。
这座反响器运转在两种不一样的MLSS范围。
热化学消化污泥运转在一个固定的pH 值(11) 和温度 (75 ℃ ) 下，可溶解的COD含量为 25%。
开释出的磷经过积淀，转变为有机物等过程被送回厌氧罐。
污泥的厌氧消化对COD和总磷的去除没有任何影响。
反响器在210天的运转中 ,MBR经过膜过滤压差保持相对稳固。
研究结果表示,所提出的流程配置在不降低办理水水质的状况下，有可能减少节余污泥的产生。
2008 年 Elsevier Ltd。
版权全部。
1. 前言节余污泥的减少和脱氮除磷是污水办理厂两个有关的重要课题。
MBR 过程因为拥有更长的污泥龄，所以办理程度更高,污泥的产量相对较低(Wen et al., 2004) 。
在 MBR 反响器内污泥的产量大体降低 28-68%，这取决于所用的污泥龄(Xia et al.,2008) 。
但是，经过减少污泥龄来降低污泥产量是遇到限制的，因为生物膜上齐集太多的MLSS 可能会有潜伏的危害 (Yoon et al., 2004) 。
t给排水毕业设计外文翻译
t给排水毕业设计外文翻译Optimum combination of water drainage,water supply and eco-environment protection in coal-accumulated basin ofNorth China中国北方煤炭积聚区的最佳组合排水，供水和生态环境保护资料来源：中国知网设计题目：天一职高办公楼及街区管网给水排水工程设计学生姓名：学院名称：专业名称：班级名称：学号：指导教师：教师职称:学历：2013年 03 月 26 日Optimum combination of water drainage,water supply and eco-environment protection in coal-accumulated basin of North ChinaWU Qiang(武强)，DONG Donglin（董东林），SHI Zhanhua（石占华），WU Xiong（武雄），SUN Weidong（孙卫东），YE Guijun（叶贵钧），LI Shuwen（李树文），&LIU Jintao（刘金韬）1.Department of Geology,China University of Mining and Technology,Beijing100083,China:2.Nanjing Mining Company,Shanghai Meishan Group Company,Nanjing210045,China:3.Economic College of Shijiazhuang,Shijiazhuang050031,China:4.Chinese Bureau of Coal Geology,Zhuozhuo072700,China Correspondence shouldbe addressed to Wu Qiang(email:wuq@)Received January 12,1999Abstract The conflict among water drainage,water supply and eco-environment protection is getting more and more serious due to the irrational drainage and exploitation of ground water resources in coal-accumulated basins of North China.Efficient solutions to the conflict are tomaintain long-term dynamic balance between input and output of the ground water basins,and to try to improve resourcification of the mine water.All solutions must guarantee the eco-environment quality.This paper presents a new idea of optimum combination of water drainage，water supply and eco-environment protection so as to solve theproblem of unstable mine water supply,which is caused by the changeable water drainage for the whole combination system.Both the management of hydraulic techniques and constraints ineconomy,society,ecology,environment,insustuial structural adjustments and sustainable developments have been taken into account.Since the traditional and separate management of different departments of water drainage,water supply and eco-environment protection is broken up these departments work together to avoid repeated geological survey and specific evaluation calculations so that large amount of national investment can be saved and precise calculation for the whole system can be obtained.In the light of the conflict of water drainage,water supply and eco-environment protection in a typical sector in Jiaozuo coal mine,a case study puts forward an optimum combination scheme,in which a maximum economic benefit objective is constrained by multiple factors.The scheme provides a very important scientific base for finding a sustainable development strategy.Keywords combination system of water drainage,water supply and eco-environment protection,optimal combination,resourcification of mine water.1Analyses of necessity for the combinationThere are three related problems in the basin.It is well known that the major mine-hydrogeological characteristics of the coal accumulated basin in North China display a stereo water-filling structure,which is formed by multi-layer aquifers connected hydraulically together with various kinds of inner or outer boundaries.Mine water hazards have seriously restricted the healthy development of coal industryin China because of more water-filling sources and stronger water-filling capacity in coal mines of the basin.Coal reserves in the basin are threatened by the water hazards.In Fengfeng,Xingtai,Jiaozuo,Zibao,Huaibei and Huainan coal mine districts,for example,it is estimated that coal reserves are threatened by the water hazards up to 52％,71.％40,％,60％,48％and 90％of total prospecting reserves respectively.It is obvious that un-mining phenomenon caused by the water hazards is serious.Water-bursting accidents under coal layers have seriously influenced safe production.Some statistical data show that there were 17 water-bursting accidents with over 1 m3/s inflow from 1985.Water drainage is an increasing burden on coal mines threatened by water hazards:high cost of water drainage raises coal prices and reduces profits of the enterprise.On the other hand,it is more and more difficult to meet the demand of water supply in coal mine districts in the basin.The reasons are not only arid andsemi-arid weather conditions,but also a large amount of water drainage with deep drawdown in coal mines and irrational water exploitation.The deterioration of eco-environment is another problem.Phenomena of land surface karst collapse can be found.Many famous karst springs,which are discharge points for the whole karst groundwater syatem,stop flowing or their discharge rates decrease on a large scale.Desert cremophytes in large areas in west China die because of falling groundwater level.These three problems are related and contradictory.In order to solve the problems while ensuring safe mining,meeting water resource demands and slowing down the pace of eco-environment deterioration,it is necessary to study the optimum combination of water drainage,water supply and eco-environment protection in the basin.2The state of the art of research and the problems Although research into the combination ofwater drainage and water supply started much earlier in some countries,their conception is simple and some shortcomings remain in their study on the theory and pattern of combination.China’s research history on the combination can be divided into three stages.The first stage is the utilization of mine water.A century ago mine water started to be used as water supply for mines.But the utilization scale and efficiency were quite limited at that time.The second stage is a comprehensive one:mine water was used while water hazards were harnessed.Great progress was made both in theory and practice of the combination.For example,the combination of water drainage and water supply not only means the utilization of mine water,but also means that it is a technique of preventing water hazards.It is unfortunate,however,that the combination research in this stage offered less sense of eco-environment protection.Optimum combination management of water drainage,water supply and eco-environmentprotection is the third stage.Main features in this stage are to widen traditional research,and to establish an economic-hydraulic management model,in which safe mining,eco-environment protection and sustainable development demands,etc.are simultaneously considered as constraint conditions.3Trinity systemThe trinity system combines water drainage,water supply and eco-environment quality protection.The water-collecting structures of the system consist of land surface pumping wells in the mines,shallow land surface well in groundwater recharge areas and artificial relief wells under the mines.Both integration and coordination for the trinity system are distinguished according to the combination.The integration for the system means to utilize drainage water under the mines and pump water onto the land surface as water supply for different purposes without harming the eco-environmental quality.The coal mines are not only drainage sites,but also water supply sources.The purpose of drilling pumping wells on the land surface is to eliminate special influences on different consumers,which are caused by terminating drainage processes under the mines due to unexpected accidents in mining.The coordination for the system means to bulid some water supply sources for different consumers while ensuring eco-environmental quality in groundwater recharge positions,where pumping groundwater is quite effective onlowering groundwater heads in the mine areas.It intercepts in advance the recharging groundwater flow towards the mines,which may not only provide consumers with good quality groundwater,achieve the goal of dropping down groundwater heads in the mines,but also effectively reduce the high costs of drainage and water treatment,which are needed by traditional dewatering measures with large drainage flow rates under the mines.The coordination changes the traditional passive pattern of preventing and controlling groundwater hazards under the mines into that of active surface interception.Both very developed karst flow belts and accumulated groundwater recharge ones under the ground are relatively ideal interceptive coordination positions in the system.For the integration of the trinity system,artificial relief wells under the mines and the land surface pumping wells mainly penetrate into direct thin bedded karst aquifersinterbedded with the mining coal layers,while for the coordination of the system,the shallow land surface wells mainly penetrate into very thick karst aquifer.Therefore,hydrogeological conceptual model for the system involves the multi-layer aquifers connected hydraulically by different inner boundaries.Setting up stereo hydrogeological conceptual models and corresponding mathematical models is a prerequisite for solving the managemental problems for the system.Management of the trinity system not only considers the effects of lowering groundwater heads and safe operation for water drainage subsystem,but also pays attention to the water demands for water supply subsystem and quality changes for eco-environment protection subsystem.They play the same important role in the whole combination system.It controls the groundwater heads in each aquifer to satisfy the conditions of safe mining with certain water headpressures in the mines,and to guarantee a certain amount of water supply for the mines and near areas,but the maximum drawdown of groundwater must not be ex ceded,which may result in lowering eco-environmental quality.4Economic-hydraulic management modelIn the trinity system management,groundwater resources in the mines and nearby areas,which are assessed on the premise of eco-environment qualities and safe operation in the mines,may be provided as water supply prices,drainage costs,transportation costs(including pipeline and purchasing the land costs)and groundwater quality treatment costs for the three different water consumers,the optimum management models may automatically allocate to each consumer a certain amount of groundwater resources and a concrete water supply scenario based on comparisons of each consumer’s economic contributi on to the whole system in objective function.Therefore themanagement studies on the optimal combination among water drainage,water supply and eco-environment protection involve both the management of groundwater hydraulic techniques and the economic evaluations,eco-environment quality protection and industrial structure programs.In addition to realizing an economic operation,they also guarantee a safe operation which is a key point for the combination of the whole system.5The management model for the trinity system can reach water supply goals with drainage water under the mines and the land surface pumping water on the premise of ensuring eco-environmental quality.And it can make use of one model to lay down comprehensively optimum management scenarios for each subsystem by means of selecting proper constraints and maximum economic benefit objective produced by multiple water consumers.The model can raise the security andreliability of operation for the whole trinity system,and the drainage water can be forecast for the mines and the management of water supply resource and the evaluation of eco-environment quality can be performed at the same time so as to respectively stop the separate or closed management,of departments of drainage water,water supply and eco-environment protection from geological survey stage to management evaluation.This,in economic aspect,can not only avoid much geological survery and special assessment work which are often repeated by the three departments,and save a lot of funds,but also ,in technical aspect,make use of one model to simultaneously consider interference and influence on each other for different groundwater seepage fields so as to guarantee calculating precision of the forecast,the management and the evaluation work.The economic-hydraulic management model can beexpressed as follows.6A case studyA typical sector is chosen.It is located in the east of Jiaozuo coal mine,Henan Province,China.It consists of three mines:Hanwang Mine,Yanmazhuang Mine and Jiulishan Mine.The land surface is flat,and the whole area is about 30 km2.An intermittent river Shanmen flows through the sector from the north to the south.Average annual precipitation in the sector is about 662.3mm.The precipitation mainly concentrates inJune,July,August and September each year.Strata in the sector consist of very thick limestone in Middle Ordovician,coal-bearing rock series in Permo Carboniferous and loose deposits in Quaternary.There are four groups of faulted structures.The first is in northeast-southwest direction such as F3 and F1..The second is in the northwest-southeast direction such asFangzhuang fault.The third is in the east-west direction such as Fenghuangling fault.The last is almost in north-south.These faults are all found to be normal faults with a high degree of dip angle.Four major aquifers have been found in the sector.The top one is a semi-confined porousaquifer.The next one is a very thin bedded limeston aquifer.The third is a thin bedded limestone aquifer.The last one at the bottom is a very thick limestone aquifer.Objective function of the management model is designed to be maximum economic benefit produced by domestic,industrial and agricultural water supply.Policy making variables of the model are considered as the domestic,industrial and agricultural groundwater supply rates in every management time step,and they are supplied by artificial relief flow wells under the mines,the land surface pumping wells in the mines and the shallow land surface wells in the groundwater recharge areas.All the 135 policy making variables are chosen in the model,27 for drainage wells under the mines in aquifer,27 for the land surface pumping wells in the mine districts in aquifer 27 in aquifer 27 in aquifer O2 27 for the shallowland surface wells in aquifer O2Based on the problems,the followingconstraint conditions should be considered: (1)Safe mining constraint with groundwater pressure in aquifer L8.There are altogether three coal mines in the typical sector,i.e.Hanwang Mine,Yanmazhuang Mine and Jiulishan Mine.Elevations of mining level for these mines are different because it is about 88-150 m in the second mining level for Hanwang Mine,and -200m in the second mining level for Yanmazhuang Mine,and-225 m in the first mining level for Jiulishan Mine.According to mining experiences,pressure-loaded heights for groundwater heads in safe mining state are considered as about 100-130m.Therefore,the groundwater level drawdowns in the three management time steps for aquifer L8at three mines have to be equivalent to safe drawdown values at least in order to pervert groundwater hazards under the mines and to guarantee theirsafe operation.(2)Geological eco-environment quality constraint.In order to prevernt groundwater leakage from upper contaminater porous aquifer into bottom one and then to seepage further down to contaminate the thin bedded limestone aquifer in the position of buried outcrop,the groundwater heads in the bottom porous aquifer must keep a certain height,i.e.the groundwater drawdowns in it are not allowed to exceed maximum values.(3)Groundwater head constraint at the shallow land surface wells in aquifer O2,The shallow land surface wells should penetrate in aquifer O2 in order to avoid geological environment hazards,such as karst collapse and deep karst groundwater contamination.Groundwater head drawdowns in aquifer O2for the shallow land surface wells are not allowed to exceed critical values.(4)Industrial water supply constraint for thegroundwater source in aquifer O2 .The rate of industrial water supply needed by the planned thermal power plant in the north of the sector is designed to be 1.5 m3/s according to the comprehensive design of the system in the sector.In order to meet the demands of water,the rate industrial water supply for the groundwater source in aquifer O2in every management time step must be equivalent at least to 1.5 m3/s. (5)Maximum amount constraint of groundwater resource available for abstraction.In order to maintain the balance of the groundwater system in the sector for a long time and to avoid any harmful results caused by continuous falling of groundwater head,the sum of groundwater abstraction in each management time step is not allowed to exceed the maximum amount of groundwater resource available for abstraction.Since there is not only water drainage in the mines,but also water supply in the whole combination system,management period for themodel is selected from June 1,1978 to May 31,1979,in which annual average rate of precipitation is about 50％.Management time steps for the period are divided into three.The first one is from June to September,the second from October to next January,and the last one from next February to May.According to comprehensive information about actual economic ability,economic development program and industrial structure adjustment in the sector at present and in the near future,and different association forms of water collecting structures among the land surface pumping wells,the shallow land surface wells and artificial relief flow wells under the mines,this paper designs 12 management scenarious,all of which take the safe operation in the trinity system as the most important condition.After making comparisons of optimum calculation results for the 12 scenarious,this paper comes toa conclusion that scenarios is the most ideal and applicable one for the typical sector.This scenario not only considers the effective dewatering advantage of the artificial relief flow wells under the mines and safe stable water supply advantage of the land surface pumping wells,but also pays attention to the disadvantage of low safe guaranty rate for the relief flow wells under the mines for water supply and of large drilling investment in the land surface pumping wells.Meanwhile,eh shallow land surface wells in aquifer O2in this scenario would not only provide water supply for the thermal power plant as planned,but also play an important role in dewatering the bottom aquifer,which is major recharge source of groundwater for the mines.If the drainage subsystem under the mines runs normally,this scenario could fully offer the effective dewatering functions of the artificial relief flow wells under the mines,and makes the trinity system operate normally.But if thedrainage subsystem has to stop suddenly because of unexpected accidents,the scenario could still fully utilize the land surface pumping wells and the shallow land surface wells,and increae their pumping rates in order to make up for temporary shortage of water supply for the trinity system and to make its economic losses reduced to a minimum extent.Increasing groundwater abstraction rate for the land surface pumping wells and the shallow land surface wells,in fact,is very favorable for harnessing the water-accidents under the mines and for recovery production of the mines.To sum up,this scenario sets up a new pattern for the combination of water drainage,water supply and eco-environment protection.It solves quite well the conflicts between the low safe guaranty rate and the effective dewatering result for the artificial relief flow wells under the mines.It makes full use of beneficial aspect of the conflicts,and meanwhile compensates for the unbeneficial one by arranging the land surfacepumping wells in the coal mine districts.Therefore,this scenario should be comprehensive and feasible.In this scenario,Hanwan Mine,Yanmazhuang Mine and Jiulishan Mine are distributed optimally for certain amount of domestic and industrial water supply,but not for much agricultural water supply.The land surface pumping wells are also distributed for different purposes of water supply.The water supply for the thermal power plant (1.5 m3/s) is provided by the shallow land surface prehensive effects,produced by the above three kinds of water collecting structures,completely satisfy all of the constraint conditions in the management model,and achieve an extremely good economic objective of 16.520551million RMB yuan per year.In order to examine the uncertainty of the management model,12management scenarios are all tested with sensitive analysis.7Conclusion(1)The optimum combination research among water drainage,water supply and eco-environment protection is of great theoretical significance and application value in the basin of North China for solving unbalanced relation between water supply and demands,developing new potential water supply sources and protecting weak eco-environment.(2)The combination research is concerned not only with hydraulic technique management but also with constraints of economic benefits,society,ecology,environment quality,safe mining and sustainable development in the coal mines.(3)The combination model,for the first time,breaks up the closed situation existing for a long time,under which the government departments of drainage water,water supply and eco-environment protection from geological survey stage to management evaluation work respectively.Economically,it can spare therepeated geological survey and special assessment work done by the three departments and save a lot of funds;technically,one model is made use of to cover the interference and influence each other for different groundwater seepage fields so as to guarantee a high calculating precision of the forecast,the management and the evaluation work.(4)The management scenario presented in the case study is the most ideal and applicable for the typical sector.This scenario not only makes full use of the effective dewatering advantages of the artificial relief flow wells under the mines and safe stable water supply advantages of the land surface pumping wells,but also pays attention to the disadvantages of low safe guaranty rate for the relief flow wells under the mines for water supply and of large drilling investment for the land surface pumping wells.References1.Investigation team on mine-hydrogeology andengineering geology in the Ministry of Geology and Mineral Resources.Investigation Report on Karst-water-filling Mines(in Chinese).Beijing:Geological Publishing House,19962.Liu Qiren,Lin Pengqi,Yu Pei,Investigation comments on mine-hydrogeological conditions for national karst-water-filling mines,Journal of Hydrogeology and Engineering Geology (in Chinese),19793.Wang Mengyu,Technology development on preventing and curing mine water in coal mines in foreign countries,Science and Technology in Coal(in Chinese),19834.Coldewey,W.G.Semrau.L.Mine water in the Ruhr Area(Federal Republic of Germany),in Proceedings of 5th International Mine Water Congress,Leicestershire:Quorn Selective Repro Limited,19945.Sivakumar,M.Morten,S,Singh,RN,Case history analysis of mine water pollution,in Proceedingsof 5th International Mine Water Congress,Leicestershire;Quorn Selective Repro Limited,19946.Ye Guijun.Zhang Dao,Features of Karst-water-filling mines and combination between water drainage and water supply in China,Journal of Hydrogeology and Engineering Geology(in China),19887.Tan Jiwen,Shao Aijun,Prospect analyses on Combination between water drainage and water supply in karst water basin in northern China,Jounnal of Hebei College of Geology(in Chinese),19858.Xin Kuide,Yu Pei,Combination between water drainage and water for serious karst-water-filling mines in northern China,Journal of Hydrogeology and Engineering Geology(in Chinese),19869.Wu Qiang,Luo Yuanhua,Sun Weijiang et al.Resourcification of mine water and environment protection,Geological Comments(inChinese),199710.Gao Honglian,Lin Zhengping,Regional characteristics of mine-hydrogeological conditions of coal deposits in China,Journal of Hydrogeology and Engineering Geology(in Chinese),198511.Jiang Ben,A tentative plan for preventing and curing measures on mine water in coal mines in northern China,Geology and Prospecting for Coaofield(in Chinese),1993中国北方煤炭积聚区的最佳组合排水，供水和生态环境保护武强董东林石占华武雄孙卫东叶贵钧李树文刘金韬1.地质系，中国矿业大学，北京100083，中国；2.南京矿业公司，上海眉山公司，南京210045，中国；3.石家庄经济学院，石家庄050031，中国；4.中国煤田地质局，涿州072700，中国；请致函吴强（电子邮件：wuq@）于1999年1月12日摘要为了开采中国北方煤炭资源丰富的区域，不合理的排水使排水、供水和保护生态环境之间的冲突日趋严重。
建筑给水排水毕业设计专业外文翻译--密封的建筑排水系统和通气系统
翻译Sealed building drainage and vent systems—an application of active air pressure transient control andsuppressionAbstractThe introduction of sealed building drainage and vent systems is considered a viable proposition for complex buildings due to the use of active pressure transient control and suppression in the form of air admittance valves and positive air pressure attenuators coupled with the interconnection of the network's vertical stacks.This paper presents a simulation based on a four-stack network that illustrates flow mechanisms within the pipework following both appliance discharge generated, and sewer imposed, transients. This simulation identifies the role of the active air pressure control devices in maintaining system pressures at levels that do not deplete trap seals.Further simulation exercises would be necessary to provide proof of concept, and it would be advantageous to parallel these with laboratory, and possibly site, trials for validation purposes. Despite this caution the initial results are highly encouraging and are sufficient to confirm the potential to provide definite benefits in terms of enhanced system security as well as increased reliability and reduced installation and material costs.Keywords: Active control; Trap retention; Transient propagationNomenclatureC+-characteristic equationscwave speed, m/sDbranch or stack diameter, mffriction factor, UK definition via Darcy Δh=4fLu2/2Dg gacceleration due to gravity, m/s2Kloss coefficientLpipe length, mpair pressure, N/m2ttime, sumean air velocity, m/sxdistance, mγratio specific heatsΔhhead loss, mΔppressure difference, N/m2Δttime step, sΔxinternodal length, mρdensity, kg/m3SuffixAappliance side of trapBbranchlocalconditions at nodeTtrapatmatmospheric pressureFfrictionRroomSsystem side of trapwwaterArticle OutlineNomenclature1. Introduction—air pressure transient control and suppression2. Mathematical basis for the simulation of transient propagation in multi-stack building drainage networks3. Role of diversity in system operation4. Simulation of the operation of a multi-stack sealed building drainage and vent system5. Simulation sign conventions6. Water discharge to the network7. Surcharge at base of stack 18. Sewer imposed transients9. Trap seal oscillation and retention10. Conclusion—viability of a sealed building drainage and vent system1. Introduction—air pressure transient control and suppressionAir pressure transients generated within building drainage and vent systems as a natural consequence of system operation may be responsible for trap seal depletion and cross contamination of habitable space [1]. Traditional modes of trap seal protection, based on the Victorian engineer's obsession with odour exclusion [2], [3] and [4], depend predominantly on passive solutions where reliance is placed on cross connections and vertical stacks vented to atmosphere [5] and [6]. This approach, while both proven and traditional, has inherent weaknesses, including the remoteness of the vent terminations [7], leading to delays in the arrival of relieving reflections, and the multiplicity of open roof level stack terminations inherent within complex buildings. The complexity of the vent system required also has significant cost and space implications [8].The development of air admittance valves (AAVs) over the past two decades provides the designer with a means of alleviating negative transients generated as random appliance discharges contribute to the time dependent water-flow conditions within the system. AAVs represent an active control solution as they respond directly to the local pressure conditions, opening as pressure falls to allow a relief air inflow and hence limit the pressure excursions experienced by the appliance trap seal [9].However, AAVs do not address the problems of positive air pressure transient propagation within building drainage and vent systems as a result of intermittent closure of the free airpath through the network or the arrival of positive transients generated remotely within the sewer system, possibly by some surcharge event downstream—including heavy rainfall in combined sewer applications.The development of variable volume containment attenuators [10] that are designed to absorb airflow driven by positive air pressure transients completes the necessary device provision to allow active air pressure transient control andsuppression to be introduced into the design of building drainage and vent systems, for both ‘standard’ buildings a nd those requiring particular attention to be paid to the security implications of multiple roof level open stack terminations. The positive air pressure attenuator (PAPA) consists of a variable volume bag that expands under the influence of a positive transient and therefore allows system airflows to attenuate gradually, therefore reducing the level of positive transients generated. Together with the use of AAVs the introduction of the PAPA device allows consideration of a fully sealed building drainage and vent system.Fig. 1 illustrates both AAV and PAPA devices, note that the waterless sheath trap acts as an AAV under negative line pressure.(39K)Fig. 1. Active air pressure transient suppression devices to control both positive and negative surges.Active air pressure transient suppression and control therefore allows for localized intervention to protect trap seals from both positive and negative pressure excursions. This has distinct advantages over the traditional passive approach. The time delay inherent in awaiting the return of a relieving reflection from a vent open to atmosphere is removed and the effect of the transient on all the other system traps passed during its propagation is avoided.2. Mathematical basis for the simulation of transient propagation in multi-stack building drainage networksThe propagation of air pressure transients within building drainage and vent systems belongs to a well understood family of unsteady flow conditions defined by the St Venant equations of continuity and momentum, and solvable via a finite difference scheme utilizing the method of characteristics technique. Air pressure transient generation and propagation within the system as a result of air entrainment by the falling annular water in the system vertical stacks and the reflection andtransmission of these transients at the system boundaries, including open terminations, connections to the sewer, appliance trap seals and both AAV and PAPA active control devices, may be simulated with proven accuracy. The simulation [11] provides local air pressure, velocity and wave speed information throughout a network at time and distance intervals as short as 0.001 s and 300 mm. In addition, the simulation replicates local appliance trap seal oscillations and the operation of active control devices, thereby yielding data on network airflows and identifying system failures and consequences. While the simulation has been extensively validated [10], its use to independently confirm the mechanism of SARS virus spread within the Amoy Gardens outbreak in 2003 has provided further confidence in its predictions [12].Air pressure transient propagation depends upon the rate of change of the system conditions. Increasing annular downflow generates an enhanced entrained airflow and lowers the system pressure. Retarding the entrained airflow generates positive transients. External events may also propagate both positive and negative transients into the network.The annular water flow in the ‘wet’ stack entrains an airflow due to the condition of ‘no slip’ established between the annular water and air core surfaces and gene rates the expected pressure variation down a vertical stack. Pressure falls from atmospheric above the stack entry due to friction and the effects of drawing air through the water curtains formed at discharging branch junctions. In the lower wet stack the pressure recovers to above atmospheric due to the traction forces exerted on the airflow prior to falling across the water curtain at the stack base.The application of the method of characteristics to the modelling of unsteady flows was first recognized in the 1960s [13]. The relationships defined by Jack [14] allows the simulation to model the traction force exerted on the entrained air. Extensive experimental data allowed the definition of a ‘pseudo-friction factor’ applicable in the wet stack and operable across the water annular flow/entrained air core interface to allow combined discharge flows and their effect on air entrainment to be modelled.The propagation of air pressure transients in building drainage and vent systemsis defined by the St Venant equations of continuity and momentum [9],(1)(2) These quasi-linear hyperbolic partial differential equations are amenable to finitedifference solution once transformed via the Method of Characteristics into finitedifference relationships, Eqs. (3)–(6), that link conditions at a node one time step inthe future to current conditions at adjacent upstream and downstream nodes, Fig. 2.(18K)Fig. 2. St Venant equations of continuity and momentum allow airflow velocityand wave speed to be predicted on an x-t grid as shown. Note,.For the C + characteristic:(3) when(4) and the C - characteristic:(5)when(6) where the wave speed c is given byc=(γp /ρ)0.5. (7)These equations involve the air mean flow velocity, u, and the local wave speed,c, due to the interdependence of air pressure and density. Local pressure is calculatedas(8)Suitable equations link local pressure to airflow or to the interface oscillation oftrap seals, Table 1.Table 1.Boundary conditionsBag filling, p=atmThe case of the appliance trap seal is of particular importance. The trap seal water column oscillates under the action of the applied pressure differential between the transients in the network and the room air pressure. The equation of motion for the U-bend trap seal water column may be written at any time as(9)It should be recognized that while the water column may rise on the appliance side, conversely on the system side it can never exceed a datum level drawn at the branch connection.In practical terms trap seals are set at 75 or 50 mm in the UK and other international standards dependent upon appliance type. Trap seal retention is therefore defined as a depth less than the initial value. Many standards, recognizing the transient nature of trap seal depletion and the opportunity that exists for re-charge on appliance discharge allow 25% depletion.The boundary equation may also be determined by local conditions: the AAV opening and subsequent loss coefficient depends on the local line pressure prediction.Empirical data identifies the AAV opening pressure, its loss coefficient during opening and at the fully open condition. Appliance trap seal oscillation is treated as a boundary condition dependent on local pressure. Deflection of the trap seal to allowan airpath to, or from, the appliance or displacement leading to oscillation alone may both be modelled. Reductions in trap seal water mass during the transient interaction must also be included.3. Role of diversity in system operationIn complex building drainage networks the operation of the system appliances to discharge water to the network, and hence provide the conditions necessary for air entrainment and pressure transient propagation, is entirely random. No two systems will be identical in terms of their usage at any time. This diversity of operation implies that inter-stack venting paths will be established if the individual stacks within a complex building network are themselves interconnected. It is proposed that this diversity is utilized to provide venting and to allow serious consideration to be given to sealed drainage systems.In order to fully implement a sealed building drainage and vent system it would be necessary for the negative transients to be alleviated by drawing air into the network from a secure space and not from the external atmosphere. This may be achieved by the use of air admittance valves or at a predetermined location within the building, for example an accessible loft space.Similarly, it would be necessary to attenuate positive air pressure transients by means of PAPA devices. Initially it might be considered that this would be problematic as positive pressure could build within the PAPA installations and therefore negate their ability to absorb transient airflows. This may again be avoided by linking the vertical stacks in a complex building and utilizing the diversity of use inherent in building drainage systems as this will ensure that PAPA pressures are themselves alleviated by allowing trapped air to vent through the interconnected stacks to the sewer network.Diversity also protects the proposed sealed system from sewer driven overpressure and positive transients. A complex building will be interconnected to the main sewer network via a number of connecting smaller bore drains. Adverse pressure conditions will be distributed and the network interconnection will continue to provide venting routes.These concepts will be demonstrated by a multi-stack network.4. Simulation of the operation of a multi-stack sealed building drainage and vent systemFig. 3 illustrates a four-stack network. The four stacks are linked at high level by a manifold leading to a PAPA and AAV installation. Water downflows in any stack generate negative transients that deflate the PAPA and open the AAV to provide an airflow into the network and out to the sewer system. Positive pressure generated by either stack surcharge or sewer transients are attenuated by the PAPA and by the diversity of use that allows one stack-to-sewer route to act as a relief route for the other stacks.(37K)Fig. 3. Four stack building drainage and vent system to demonstrate the viability of a sealed building system.The network illustrated has an overall height of 12 m. Pressure transients generated within the network will propagate at the acoustic velocity in air . This implies pipe periods, from stack base to PAPA of approximately 0.08 s and from stack base to stack base of approximately 0.15 s.In order to simplify the output from the simulation no local trap seal protection is included—for example the traps could be fitted with either or both an AAV and PAPA as examples of active control. Traditional networks would of course include passive venting where separate vent stacks would be provided to atmosphere, however a sealed building would dispense with this venting arrangement.Ideally the four sewer connections shown should be to separate collection drains so that diversity in the sewer network also acts to aid system self venting. In a complex building this requirement would not be arduous and would in all probability be the norm. It is envisaged that the stack connections to the sewer network would be distributed and would be to a below ground drainage network that increased in diameter downstream. Other connections to the network would in all probability be from buildings that included the more traditional open vent system design so that afurther level of diversity is added to offset any downstream sewer surcharge events of long duration. Similar considerations led to the current design guidance for dwellings.It is stressed that the network illustrated is representative of complex building drainage networks. The simulation will allow a range of appliance discharge and sewer imposed transient conditions to be investigated.The following appliance discharges and imposed sewer transients are considered:1. w.c. discharge to stacks 1–3 over a period 1–6 s and a separate w.c. discharge to stack 4 between 2 and 7 s.2. A minimum water flow in each stack continues throughout the simulation, set at 0.1 l/s, to represent trailing water following earlier multiple appliance discharges.3. A 1 s duration stack base surcharge event is assumed to occur in stack 1 at 2.5 s.4. Sequential sewer transients imposed at the base of each stack in turn for 1.5 s from 12 to 18 s.The simulation will demonstrate the efficacy of both the concept of active surge control and inter-stack venting in enabling the system to be sealed, i.e. to have no high level roof penetrations and no vent stacks open to atmosphere outside the building envelope.The imposed water flows within the network are based on ‘real’ system values, being representative of current w.c. discharge characteristics in terms of peak flow,2 l/s, overall volume, 6 l, and duration, 6 s. The sewer transients at 30 mm water gauge are representative but not excessive. Table 2 defines the w.c. discharge and sewer pressure profiles assumed.Table 2.w.c. discharge and imposed sewer pressure characteristics2.05. Simulation conventionsIt should be noted that heights for the system stacks are measured positive upwards from the stack base in each case. This implies that entrained airflow towards the stack base is negative. Airflow entering the network from any AAVs installed will therefore be indicated as negative. Airflow exiting the network to the sewer connection will be negative.Airflow entering the network from the sewer connection or induced to flow up any stack will be positive.Water downflow in a vertical is however regarded as positive.Observing these conventions will allow the following simulation to be better understood.6. Water discharge to the networkTable 2 illustrates the w.c. discharges described above, simultaneous from 1 s to stacks 1–3 and from 2 s to stack 4. A base of stack surcharge is assumed in stack 1 from 2.5 to 3 s. As a result it will be seen from Fig. 4 that entrained air downflows are established in pipes 1, 6 and 14 as expected. However, the entrained airflow in pipe19 is into the network from the sewer. Initially, as there is only a trickle water flow in pipe 19, the entrained airflow in pipe 19 due to the w.c. discharges already being carried by pipes 1, 6 and 14, is reversed, i.e. up the stack, and contributes to the entrained airflow demand in pipes 1, 6 and 14. The AAV on pipe 12 also contributes but initially this is a small proportion of the required airflow and the AAV flutters in response to local pressure conditions.(58K)Fig. 4. Entrained airflows during appliance discharge.Following the w.c. discharge to stack 4 that establishes a water downflow in pipe 19 from 2 s onwards, the reversed airflow initially established diminishes due to the traction applied by the falling water film in that pipe. However, the suction pressures developed in the other three stacks still results in a continuing but reduced reversed airflow in pipe 19. As the water downflow in pipe 19 reaches its maximum value from 3 s onwards, the AAV on pipe 12 opens fully and an increased airflow from this source may be identified. The flutter stage is replaced by a fully open period from 3.5 to 5.5 s.Fig. 5 illustrates the air pressure profile from the stack base in both stacks 1 and 4 at 2.5 s into the simulation. The air pressure in stack 4 demonstrates a pressure gradient compatible with the reversed airflow mentioned above. The air pressure profile in stack 1 is typical for a stack carrying an annular water downflow and demonstrates the establishment of a positive backpressure due to the water curtain at the base of the stack.(40K)Fig. 5. Air pressure profile in stacks 1 and 4 illustrating the pressure gradient driving the reversed airflow in pipe 19.The initial collapsed volume of the PAPA installed on pipe 13 was 0.4 l, with a fully expanded volume of 40 l, however due to its small initial volume it may be regarded as collapsed during this phase of the simulation.7. Surcharge at base of stack 1Fig. 6 indicates a surcharge at the base of stack 1, pipe 1 from 2.5 to 3 s. The entrained airflow in pipe 1 reduces to zero at the stack base and a pressure transient is generated within that stack, Fig. 6. The impact of this transient will also be seen later in a discussion of the trap seal responses for the network.(44K)Fig. 6. Air pressure levels within the network during the w.c. discharge phase of the simulation. Note surcharge at base stack 1, pipe 1 at 2.5 s.It will also be seen, Fig. 6, that the predicted pressure at the base of pipes 1, 6 and 14, in the absence of surcharge, conform to that normally expected, namely a small positive back pressure as the entrained air is forced through the water curtain at the base of the stack and into the sewer. In the case of stack 4, pipe 19, the reversed airflow drawn into the stack demonstrates a pressure drop as it traverses the water curtain present at that stack base.The simulation allows the air pressure profiles up stack 1 to be modelled during, and following, the surcharge illustrated in Fig. 6. Fig. 7(a) and (b) illustrate the air pressure profiles in the stack from 2.0 to 3.0 s, the increasing and decreasing phases of the transient propagation being presented sequentially. The traces illustrate the propagation of the positive transient up the stack as well as the pressure oscillations derived from the reflection of the transient at the stack termination at the AAV/PAPA junction at the upper end of pipe 11.(73K)Fig. 7. (a) Sequential air pressure profiles in stack 1 during initial phase of stack base surcharge. (b) Sequential air pressure profiles in stack 1 during final phase of stack base surcharge.8. Sewer imposed transientsTable 2 illustrates the imposition of a series of sequential sewer transients at the base of each stack. Fig. 8 demonstrates a pattern that indicates the operation of both the PAPA installed on pipe 13 and the self-venting provided by stack interconnection.(57K)Fig. 8. Entrained airflows as a result of sewer imposed pressure transients.As the positive pressure is imposed at the base of pipe 1 at 12 s, airflow is driven up stack 1 towards the PAPA connection. However, as the base of the other stacks have not a yet had positive sewer pressure levels imposed, a secondary airflow path is established downwards to the sewer connection in each of stacks 2–4, as shown by the negative airflows in Fig. 8.As the imposed transient abates so the reversed flow reduces and the PAPA discharges air to the network, again demonstrated by the simulation, Fig. 8. This pattern repeats as each of the stacks is subjected to a sewer transient.Fig. 9 illustrates typical air pressure profiles in stacks 1 and 2. The pressure gradient in stack 2 confirms the airflow direction up the stack towards theAAV/PAPA junction. It will be seen that pressure continues to decrease down stack 1 until it recovers, pipes 1 and 3, due to the effect of the continuing waterflow in those pipes.(38K)Fig. 9. Air pressure profile in stack 1 and 2 during the sewer imposed transient in stack 2, 15 s into the simulation.The PAPA installation reacts to the sewer transients by absorbing airflow, Fig.10. The PAPA will expand until the accumulated air inflow reaches its assumed 40 l volume. At that point the PAPA will pressurize and will assist the airflow out of the network via the stacks unaffected by the imposed positive sewer transient. Note that as the sewer transient is applied sequentially from stacks 1–4 this pattern is repeated. The volume of the high level PAPA, together with any others introduced into a more complex network, could be adapted to ensure that no system pressurization occurred.(54K)Fig. 10. PAPA volume and AAV throughflow during simulation.The effect of sequential transients at each of the stacks is identifiable as the PAPA volume decreases between transients due to the entrained airflow maintained by the residual water flows in each stack.9. Trap seal oscillation and retentionThe appliance traps connected to the network monitor and respond to the local branch air pressures. The model provides a simulation of trap seal deflection, as well as final retention. Fig. 11(a, b) present the trap seal oscillations for one trap on each of the stacks 1 and 2, respectively. As the air pressure falls in the network, the water column in the trap is displaced so that the appliance side water level falls. However, the system side level is governed by the level of the branch entry connection so that water is lost to the network. This effect is illustrated in both Fig. 11(a) and (b). Transient conditions in the network result in trap seal oscillation, however at the end of the event the trap seal will have lost water that can only be replenished by the next appliance usage. If the transient effects are severe than the trap may become totally depleted allowing a potential cross contamination route from the network to habitable space. Fig. 11(a) and (b) illustrate the trap seal retention at the end of the imposed network transients.(114K)Fig. 11. (a) Trap seal oscillation, trap 2. (b) Trap seal oscillation, trap 7.Fig. 11(a), representing the trap on pipe 2, illustrates the expected induced siphonage of trap seal water into the network as the stack pressure falls. The surcharge event in stack 1 interrupts this process at 2 s. The trap oscillations abate following the cessation of water downflow in stack 1. The imposition of a sewer transient is apparent at 12 s by the water surface level rising in the appliance side of the trap. A more severe transient could have resulted in ‘bubbling through’ at this stage if the trap system side water surface level fell to the lowest point of the U-bend.The trap seal oscillations for traps on pipes 7, Fig. 11(b) and 15, are identical to each other until the sequential imposition of sewer transients at 14 and 16 s. Note that the surcharge in pipe 1 does not affect these traps as they are remote from the base of stack 1. The trap on pipe 20 displays an initial reduction in pressure due to the delay in applied water downflow. The sewer transient in pipe 19 affects this trap at around 18 s.As a result of the pressure transients arriving at each trap during the simulation there will be a loss of trap seal water. This overall effect results in each trap displaying an individual water seal retention that depends entirely on the usage of the network. Trap 2 retains 32 mm water seal while traps 7 and 15 retain 33 mm. Trap 20 is reduced to 26 mm water seal. Note that the traps on pipes 7 and 15 were exposed to the same levels of transient pressure despite the time difference in arrival of the sewer transients. Fig. 11(a) and (b) illustrate the oscillations of the trap seal column as a result of the solution of the trap seal boundary condition, Eq. (10), with the appropriate C+ characteristic. This boundary condition solution continually monitors the water loss from the trap and at the end of the event yields a trap seal retention value. In the example illustrated the initial trap seal values were taken as 50 mm of water, common for appliances such as w.c.'s and sinks.10. Conclusion—viability of a sealed building drainage and vent systemThe simulation presented confirms that a sealed building drainage system utilizing active transient control would be a viable design option. A sealed building drainage system would offer the following advantages:• System security would be immeasurably enhanced as all high-level open system terminations would be redundant.• System complexity would be reduced while system predictability would increase.• Space and material savings would be achieved within the construction phase of any installation.These benefits would be realized provided that active transient control and suppression was incorporated into the design in the form of both AAV to suppress negative transients and variable volume containment devices (PAPA) to control positive transients.The diversity inherent in the operation of both building drainage and vent systems and the sewers connected to the building have a role in providing interconnected relief paths as part of the system solution.The method of characteristics based finite difference simulation presented has provided output consistent with expectations for the operation of the sealed system studied. The accuracy of the simulation in other recent applications, including the accurate corroboration of the SARS spread mechanism within the Amoy Gardens complex in Hong Kong in 2003, provides a confidence level in the results presented.Due to the random mode of operation of building drainage and vent systems further simulations, laboratory and site investigations will be undertaken to ensure that the concept is wholly viable.。
给排水专业毕业论文中英文资料外文翻译文献
毕业论文外文资料翻译系别：环能学院专业：给水排水工程外文出处：Wan Fang foreign languagesliterature datebase附件：1、外文原文；2、外文资料翻译译文。
1、外文原文Supplying and draining waterin hospital construction With the fact that modern medicine science promptness develops,new technique , the new armamentarium are continuing without end , modernized medical treatment thereby consonant with that is building a hospital , are also are confronted with new design idea and new technology applying. Disregarding secondary hospital building function , what whose gets along environment, still , finclause the hospital builds equipment and is equipped with system, the request is without exception higher and higher. Because of it is to ensure daily work living not only need the rapid and intense life relevance recovering from the illness , avoiding crippling , rescuing, and promote with giving treatment to a patient. Not only the design accomplishing to the special field draining away water need to satisfy the request being unlike a function in hospital building on equipment , but also safety is be obliged to reliable. Following is built according to the hospital.一HOSPITAL GIVES A SEWERAGE1) Modernized hospital equipment and equipment system content is numerous , the function is peculiar , the request is very high. Except demanding to swear to continue supplying with the use water according with quality level sufficiently, need more according to demand of different medical treatment instrument and different administrative or tehcnical office to water quality , water pressure , the water temperature, classify setting up water treatment system and be in progress to system to increase pressure reduction.2) The hospital operating rooms , the delivery room operation the water hygiene, saliva washing hands by shower bath water , the dentistry dentistry chair ought to adopt the water purifying degassing. In the homeland few are large-scale , the high rank hospital centre supplies aroom, the centre disinfecting has also adopted to purify the water disinfecting, now that swear to there be no dust , the sterility , to remove the pathopoiesia source , to avoid the blockage infecting , cutting down equipment microtubule.3) Hospital preparation rooms preparation uses water to adopt distilled water, and sets up in making distilled water system to have part pressure boost facilities. The handicraft responds to according to different hospital preparation handicraft but fixes concrete system distilled water, should satisfy demand of whose handicraft to water quality , water yield , water pressure act in close coordination that the preparation handicraft reserves corresponding to drain-pipe and allocation chilled water circulatory system by the special field draining away water.4) Hospital operating rooms , delivery rooms , baby rooms , supply rooms , medical treatment of the dermatological department wards, door emergency call, cures skill every administrative or tehcnical office and the request difference that the staff and worker logistics branch supplies to hot water need to set up hot water respectively supplying system more. Ordinary circumstances door emergency call, cures skill administrative or tehcnical office , centre supply a room , the staff and worker logistics branch supplies hot water to water supply the regular time, the comparison supplying time is consistent. The hospital is based on major part at present financial resources, ward building hot water supplies basic to the regular time , ought to be that 24 hs supply hot water judging from long-term angle but. Operating room , the delivery room operation wash hands, the hygiene h by the fact that the shower bath ought to be 24 supplies hot water, moreover the block of wood5) Considers beautification to the environment , is inadvisable to adopt the steam boiled water stove , completely eradicates occurrence aroused the ward building pantry inner floor moistness , avoided interior wall mustiness phenomenon by leak or sparse steam water implement aerofluxus thereby. The hospital disregards size , boiled water supplies to should adopt automation volume or the electricity boiled water stove, a general disease area considers one , volume ascertains that according to using condition. The first easy to protect labor is managed, two is supplying ensuring that to the patient , improves the internal environment of ward at the same time.6)Especially infecting the section ward every door emergency call administrative or tehcnical office, every consulting room , the hand movement water curing a room , washing a basin should set up mistake chew , may adopt elbow style , knee style or dyadic switch of pedal. If using the dyadic switch of pedal to must use the product guarding against leakage, the floor is to avoid usinga place often damp , makes the patient , the medical personnel slip down , an accident happened. Operation waits for the operating room , the delivery room to wash hands should adopt the constant temperature muddy water valve , the constant temperature to produce water, taking as an example infrared ray induced electromagnetic valve control mode for fine. Cure skill part control laboratory , laboratory of administrative or tehcnical office have the peculiar request , water chews the form should ascertain whose water according to every administrative or tehcnical office coming functional request chewing.7)Many administrative or tehcnical office, especially downstream pipelines such as pickling bath , the pool disinfecting , develop pool in administrative or tehcnical office such as checking the room , the control laboratory , emitting section responds to of hospitals are adopt to be able to bear the rotten PVC2U draining off silent stock tube.8) Pair of filth , waste water of all kinds must classify strictly according to the country in connection with the effluent standard , the field carrying out a pertinency with different treatment handicraft deals with and handles.9) Uses a function to need since the modern hospital needs to be satisfied with not only , wants to think that the interior outside environment is beautiful too at the same time. The building needs especially door emergency call, cures skill sometimes because of medical treatment function , give the horizontal stroke draining away water , erect a tube arrange to lie scattered comparatively, more bright dew is in interior, warm the pipeline exchanging special field up in addition sometimes , make the pipeline that the room inner clearly shows more than the correct or required number , both inelegant, and affect hygiene. This demands right away in the process of engineering design , the rational arrangement the structure form should fully utilize not being the same as is carried out, needs to make the various pipeline conceal arrangement to the full according to the function , pays attention to beautiful befitting one's position or suited to the occasion under not affecting the premise being put into use. Certainly, these require that building structure special field is dense. Tier of furred ceilings and the basement top sometimes are every special field pipeline aggregation field , every special field norm and request having every special field , each sometimes arranges if the building designs middle in the ward,whose result either increase building storey height, or cannot attend to one thing without neglecting another. For overcoming this one abuse, should think in general that bigger flue pipe arrangement be in the most superjacent, it's on the down part is that several special field arrangement props up the publicspace being in charge of , down part is to arrange to give draining off , driving force , strong , weak electricity every system to do a tube again. Such is arranged than form arrangement is other comparatively economical , pragmatic.10) Exchangers forms choice. In the system the tradition hospital hot water is supplied, people adopt volume mainly dyadic exchanger. Have been to think that what be provided steam amounts and hot water supplies the adjustment amounts dispatching value between maximum value mainly , have diminished a steam boiler designing amounts , have decreased by boiler room Zhan field area , have saved one time investment. People demands but more highly, and more highly, especially the example discovering army group bacterium pathopoiesia in life hot water to water quality now , the altitude arousing people takes seriously. Be a bacterium mainly because of in the water 55 ~C is the easiest to breed an army group in 30 ~C ~, WHO (WHO) is recommended by for this purpose: "Hot water responds to in 60 ~C use And cycle at least above 50 ~C. Come if some users, need to fall to 40 ~C or 50 ~C or so with the faucet water temperature, to come true being able to use a thermoregulation to blend a valve at this time. The growth being a temperature Bu Li Yu pneumonia diplococcus swear to store water, is a regulating valve's turn to should set up the place closing down and suspending operation of point in drawing near". This be especially important to the hospital. Because of being in hospital the weak having disease,if bacterium of army group happened within the hospital is to be harmful for patient to treat and recover from the illness,the hospital has a grave responsibility. At present small hospital within the hospital especially a little condition is relatively poor , include the part area level hospital, 24 unable hs supply hot water, and volume the dyadic converter inner water temperature is to use echelon in inside of exchanger, the water temperature very difficult to make keeps in 60 ~C or so. Thereby, lead to volume produce the bacterium of army group in the pipeline supplying hot water system within dyadic exchanger , change a hospital using the exchanger form to respond to be a task of top priority. Adopt half to be to heat up style or be a dyadic hot exchanger , make whose hot water supply the system water temperature keeping the water supply being in progress in all above 60 ~C area all the time, occurrence propagating , completely eradicating the bacterium of army group in order to avoiding the bacterium of army group.二MULTILAYER WATER SUPPL Y SYSTEMAt present, great majority cities municipal administration pipe network pressure can maintain above 2 kilograms in the homeland , take place individual small town water pressure can reach 4kilograms even. The pressure therefore, building the municipal administration pipe network's to the same multilayer has been already sufficient , has been in a small town especially since but municipal administration pipe network water yield supplying water , water pressure fluctuation are bigger. Have several kinds the following types mainly for overcome these shortcomings , multilayer water supply system design.1) Direct water supply type is that pressure , direct water supply , sort making use of municipal administration pipe network directly apply to slightly high area of municipal administration pipe network pressure or higher range of water works vicinity pressure inner. The shortcoming it is water yield , water pressure to be able to not ensure that. This water supply scheme economy function is very good but, to less pipe network of scale , does not need any other equipment or measure.2) Water box water supply types have led municipal administration pipe network water to roof water box , discrepancy in elevation , gravity depending on a water box and using the water appliance have supplied water , have overcome water pressure water yield block of wood stability and then. Since but, secondary pollution, moreover, water box volume that the water box there exists in possibility is bigger,this way does not encourage therefore.3) Water boxes , pipe networks ally self with a type when the ordinary time water yield water pressure is sufficient , unnecessary water enters the roof water box when covering water supply , overpressure as with a net directly from municipal administration, think that the water box supplies water to the consumer by gravity automation when pressure or the water yield is insufficient. The main force who is that regular directness supplies water on physics structure stretches the top cut-over water box , sets up and one exhalent siphon from the water box. Owe a scheme the volume having diminished a water box, and make water not need to enter a water box staying this one step , hygiene reliability increase by. The problem is (that the municipal administration now pipe network can accomplish) but if longtime stabilivolt supplies water , the water sojourn time in water box is on the contrary greatly increase by , easier to be contaminated. And, the water box all must readjust oneself to a certain extent in the building in all usage water boxes system most higher place, attractive looks being able to affect a building in some occasion , the physical design building even.4) Pressure jars supply water since insecure water box factor , reason why use the jar sealing off reliable pressure to replace, and the pressure jar does not need, high position lay down,attractive looks and structure not affecting a building bearing , go down well very much over the past few years. Pressure jar system requires that the water pump and autocontrol system have to fit but , feasible cost increases by to some extent. However, in the late years whose market price already lets many consumers be able to choose.Systematic pressure jar principle is to make use of a water pump water compression to be sent to receive the pipe network building the inside , thinks that water enters the pressure jar , reaches certain pressure time , water pump motor stoppage or reduces the speed when pressure is too big,While pressure is smaller than regulation value, the pressure jar conveys water to the outside and starts the water pump or acceleration at the same time (frequency conversion water pump).5) Two time of compression types can make do for to small-scale consumer ,if the building , the pressure jar are only systematic. The direction that the dwelling house spends at present to housing estate develops but, shows for the cluster arrangement that multilayer builds , concentrates stabilivolt mainly. The ability can not satisfy a request with pressure jar volume , the water pump concentrates compression therefore having appeared give first place to, pressure jar stabilivolt (remove the system water hammer) is subsidiary way. Economy cost rises only , also needs the specially-assigned person upkeep. Besides, pipe network system belongs to low pressure since tier of numbers are not many, pipeline, the direct cut-over without exception with layers consumer is be OK , comparatively simple. The steel tube prepares pipeline material with low pressure low pressure PPR silent stock tube give first place to.2、外文资料翻译译文医院建筑给水排水随着现代医学科学的迅速发展,新技术、新医疗设备层出不穷,从而与之相符的现代化医疗建筑———医院,也面临着新的设计理念和新技术的运用。
建筑给排水文献毕设翻译
英文翻译院（系）环境与市政工程专业班级给水排水工程1001班姓名李倩昱学号100320115指导教师王俊萍2014年 04月 18日The effect of rainwater storage tanks on design stormsFrom Urban WaterG. Vaes *, J. Berlamont AbstractThe effect of source control measures on the design of combined sewer systems can in most cases only be correctly assessed using the intrinsic temporal rainfall variability, because long antecedent periods can have an important influence. A conceptual model was built to assess the effect of rainwater tanks on the rainfall runoff using long term historical rainfall series. The outflow of the rainwater tank model is converted to equivalent rainfall series. Based on intensity/duration /frequency-relationships (IDF-relationships) for this equivalent flattened rainfall, modified design storms are developed. ○C2001 Elsevier Science Ltd. All rights reserved.Keywords: Design storm; Intensity/duration/frequency-relationships; Rainwater;Source control; Storage tanks1. IntroductionThe driving force behind the behaviour of many hydraulic structures and systems is the rainfall input. In order to simplify design calculations and limit simulation time, representative single storm events are often used. In Flanders, standard design storms are used for the design of combined sewer systems, based on intensity/duration/frequency-relationships (IDF-relationships) (Vaes, 1999). These design storms are called `composite' storms (Fig. 1), because for one return period all storm durations are included in one storm [comparable with the well-known Chicago-storms (Keifer & Chu, 1957)].However, the variability of the rainfall is high. A comparison between the simulation results (flow, water depth, etc. in hydrologic/hydraulic systems) obtained with continuous simulations and simulations with design storms indicate that significant differences may be found for the probability of an event when the intrinsic variability of the rainfall is neglected (Dahl, Harremoes, & Jacobsen, 1996; Vaes, 1999). The differences will be small for systems, which behave linearly, because the immediate rainfall determines the peak flow and maximum water levels. When the systems behaves more as `capacitive' systems (i.e., where the storage becomes an important parameter), the differences will be larger. A capacitive system has a `memory' that is influenced by the antecedent rainfall. Often combined sewer systems have an emptying time, which tends towards 12 h. For source control structures, the emptying time is even larger (weeks or months). If a severe storm occurs within a short period after an earlier storm, the antecedent rainfall may still occupy a large amount of the storage capacity in the combined sewer system or retention structure. The larger the influence of the memory is, the larger the intrinsic variability of the rainfall will influence the simulation results. For example, for a combined sewer system in a flat region with one pump at the downstream end, the throughflow is almost independent of the storage volume. The stored volume in the system is therefore mainly dependent on the inflow. This is also the case for infiltration structures, where the infiltration capacity is only slightly determined bythe storage in the structure and the remaining storage capacity in the structure is therefore mainly a function of the input history.More and more `capacitive' systems have been built in the last years and will still be built in future. Large storage volumes are necessary to retain the rainfall and to attenuate the flow. These storage volumes can be built in the sewer system (on-line storage) or at the combined sewer overflow (off-line storage). However, more and more attention is now going to `source control'. This means that storage is provided in rainwater tanks, infiltration trenches, etc. upstream of the drainage system. For these source control implementations the influencing antecedent rainfall period is even larger than for storage in the combined sewer system. It has been found that source control requires larger storage volumes (relative to the contributing area) than for down-stream storage (Vaes & Berlamont, 1998, 1999); as well found by Herrmann and Schmida (1999). Due to the longer emptying times for upstream storage, the available storage for retention is much smaller. This all amplifies the need to take into account the intrinsic variability of the rainfall for specific design calculations.2. Effect of retention facilities on downstream drainage systemsThe effect of source control on the design of combined sewer systems can in most cases only be correctly assessed using the intrinsic temporal variability, because long antecedent periods can have an important influence. When storage is built in upstream of the combined sewer system (i.e., before the rainwater enters into the sewer pipes), the rainfall input used to simulate the runoff to the sewer system can be preprocessed in order to take into account the effect of the upstream storage.These local source control implementations are easy to model with a simple reservoir model, which can handle continuous long term simulations in a very short computation time. This preprocessed rainfall can then be used to design the downstream drainage systems. This approach can for example be used for rainwater tanks and infiltration trenches. For rainwater tanks the antecedent rainfall up to one month before may have an effect.With the same simple models the optimal design parameters for rainwater tanks can be determined (e.g.,Herrmann& Schmida,1999; Mikkelsen, Adeler, Albrechtsen, & Henze, 1999), which has led to a design graph for rainwater tanks in Flanders asshown in Fig. 2 (Vaes & Berlamont, 1998, 1999). Furthermore, using simple models for the upstream retention structure as well as for the sewer system (Vaes, 1999), the impact of the upstream retention on the combined sewer overflows can be investigated (Herrmann & Schmida, 1999; Vaes,1999; Vaes & Berlamont, 1998, 1999).3. MethodologyTo incorporate the effect of rainwater tanks on the sewer system design, a model was built to assess the effect of a rainwater tank on the historical rainfall series and to incorporate this effect into a modified composite storm.For this, a simple reservoir model is used with a constant outflow equal to the mean rainwater use in the household (Fig. 3). The fraction α of the rainfall that falls on the roof will flow to the rainwater tank. The rest of the rainfall (1-α) that falls on the other impervious areas is drained directly to the combined sewer system. A small rainwater reuse discharge is slowly emptying the rainwater tank as long as there is water available in the tank. This rainwater will flow to the combined sewer system after it has been used. If the tank is full, all the extra water will flow to the combined sewer system.In Fig. 4 an overview of the implemented methodology is shown. The outflowof the rainwater tank model is converted to equivalent rainfall. A reduction coefficient is determined as the ratio of the IDF-relationship for this equivalent flattened rainfall over the corresponding IDF-relationship for the original rainfall series. The original composite storms are corrected with this reduction coefficient, which is (approximately) a linear function of the storm duration. The reason for the use of a reduction coefficient on the original composite storm is that a more elaborate extreme value analysis was performed to create these original composite storms.4. Extreme value estimationAs the rainfall data have a large intrinsic variability, certainly for high return periods, a specific regression is needed, corresponding to the extreme value estimation for the original IDF-relationships. However, the rain-water tank appears to change the type of the extreme value distribution. The very extreme rainfall events are rarely affected by the storage in the rainwater tanks and thus still fit to the original exponential distribution (Willems, 1998). The more frequent rainfall events are affected more by the smoothing caused by the storage in the rainwater tank and evolve to another exponential distribution. The resulting distribution thus containstwo exponential distributions, which gradually fade into each other. This compound exponential distribution can be approximated by a Pareto distribution, at least for interpolation purpose as in this case. A Pareto distribution has a more heavy tail, which means that there is a larger probability for the extreme events. This Pareto distribution leads to a linear relationship between rain-fall intensity i and return period T in a double logarithmic co-ordinate system (a1 and a2are regression constants):log i =a1+a2 log T.The influence of this smoothing is more pronounced for small storm durations and for rainwater tanks with a large retention function. Depending on which regression will give the best correlation, the exponential distribution will be kept or the Pareto distribution will be used. The application of a simple regression will be sufficient in this case, because no extrapolation will be made for return periods higher than the total length of the original rainfall series. In the end, a linear regression will be used on the reduction coefficients as a function of the storm duration, to obtain a monotonous modified composite storm.5. Practical applicationAs many parameters are involved, this methodology has been implemented in a software program, which was called `Rewaput' (`REgenWAterPUT' is the Dutch word for `rainwater storage tank'). The same methodology can be used to incorporate the effect of rainfall runoff models or upstream infiltration trenches into the designstorms. As more and more source control is applied, this approach will certainly lead to better rainfall input for design calculations in the future.Infiltration and retention facilities often behave non-linearly, because the outflow is often very strictly limited. Continuous long term simulations are thus necessary. The implementation of a simple conceptual model for the upstream retention facilities is simple and the simulation of long time series in this conceptual model does not require long calculation times. In this model 27 years of rainfall is incorporated, which is the same series of rainfall that has been used to determine the Flemish composite design storms (period 1967-1993). One set of parameters for the Rewaput model requires only about five seconds of calculation time on a Pentium III 733 MHz computer. If the parameters vary over a specific catchment, the parameter distributions can be discretised and several sets of parameters can be taken into account. In this case the discretisation step, the deviation on the parameters and the number of varying parameters determine the number of calculations, which have to be performed. In the model Rewaput, a triangular distribution is implemented to approximate the stochastic character of the storage volume and the water consumption (i.e., variation over a catchment) (Fig. 5). For each variation within this triangular distribution the effect is multiplied by the weight corresponding to the parameter distribution in order to calculate the global effect. Using two stochastic parameters the calculation time quadratically increases. To reduce the calculation time the discretisation step has to be chosen taking into account the deviation on the parameters.6. ResultsAlthough the storage in rainwater tanks and infiltration facilities is not always completely available during severe rainfall (i.e. because the facility is already filled with the antecedent rainfall), this kind of upstream retention facility still can have a large influence on the rainfall runoff to the sewer system. It has been shown that well-designed rainwater tanks can even significantly reduce the peak flow in sewer systems, if they are installed on a sufficiently large scale. In Fig. 6, an example is shown of what the possible effect of rainwater tanks on a design storm can be. In this case, it is assumed that rainwater tanks of 5000 l per 100 m2 roof area are built for 30% of the total impervious area and that 100 l per day and per 100 m2roof arearainwater is consumed. This almost reduces the peak of the composite storm for 5 years to the value of the composite storm for 1 year. It is impossible to predict this effect using a single storm design approach.7. ConclusionsThis methodology shows the large impact of source control facilities on design rainfall for the downstream drainage systems. Furthermore, it shows that it is important to incorporate the real variability of the rainfall in order to obtain an accurate estimation of the effect of upstream retention. In order to limit the calculation times this can be successfully applied using simple models.This methodology can also be used to incorporate the effect of a non-linear surface runoff model or to simulate the effect of infiltration facilities, even when they are influenced by the ground water table. Currently, in Flanders, for sewer system design a fixed runoff coefficient of 0.8 is used for the impervious area. When (long term) measurements are available, a more realistic runoff model (i.e., a more capacitive (depression storage based) runoff model) can be calibrated. This can then be included in the design calculations by routing long rainfall series through the simple conceptual runoff model and incorporate the effect in the design storms. The same is valid for infiltration facilities and runoff from pervious areas. Simple conceptual models can be used to reshape the design storms, so that simple design storms are obtained without neglecting the effect of the rainfall variability on theupstream retention facilities.AcknowledgementsThe authors are grateful to the Belgian Royal Meteorological Institute that made the rainfall series available in digitised form for research purposes and to the Flemish water company Aquafin for their support to this research.References[1] Herrmann, T., & Schmida, U. (1999). Rainwater utilisation in Germany:efficiency, dimensioning, hydraulic and environmental aspects. Urban Water, 1(4), 307-316.[2] Keifer, C. J., & Chu, H. H. (1957). Synthetic storm pattern for drainage design.Journal of Hydraulic Div., 83(4).[3] Mikkelsen, P. S., Adeler, O. F., Albrechtsen, H.-J., & Henze, M. (1999).Collected rainfall as a water source in Danish households -what is the potential and what are the costs? Water Science Technology, 39(5), 49-56.[4] Vaes, G. (1999). The influence of rainfall and model simplification on the designof combined sewer systems. Ph.D thesis. University of Leuven, Belgium.[5] Vaes, G., & Berlamont, J. (1998). Optimization of the reuse of rainwater. InProceedings of the international WIMEK congress on options for closed water systems, Wageningen, Netherlands.[6] Vaes, G., & Berlamont, J. (1999). The impact of rainwater reuse on CSOemissions. Water Science Technology, 39(5), 57-64.[7] Willems, P. (1998). Hydrological applications of extreme value analysis. InInternational conference on hydrology in a changing environment, Exeter, UK.雨水储存槽对暴雨设计的影响选自《城镇水网》作者：乔.沃思；简.伯夏娜摘要在大多数情况下设计联合排水系统，水量控制影响能正确评估天然的暂时性降雨，因为长时间的前期降雨会产生极大的影响，建立一个概念性的模型能够评估雨水储存槽系统能在长期历史降水时期的降雨量，雨水槽系统模型将水流量变为平均流出量。
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1 设计任务及设计资料1.1 设计任务根据有关部门的批准，新乡某置业有限公司拟建一幢十五层商住楼，该建筑属一类高层建筑，地上一至三层为商场，四层以上为住宅；地下二层为设备用房，地下一层为车库，顶层设有水箱间。
室内外高差为0.60m。
要求完成该高层住宅楼的建筑给水排水工程设计，并与土建工程配套。
具体内容包括三部分：（1）建筑给水系统设计：生活给水；（2）建筑消防系统设计：包括消火栓给水系统、自动喷水灭火系统、灭火器的布置；（3）建筑排水系统设计：生活排水。
1.2 设计依据（1）建筑设计资料包括建筑各层平面图、电梯机房平面图、水箱间给排水放大图。
（2）设计规范《高层民用建筑设计防火规范》GB 50045—95、《建筑给水排水设计规范》GB 50015—2003、《自动喷水灭火系统设计规范》GB 50084—2001等、《建筑灭火器配置设计规范》GB J140—90等。
1.3 市政给水排水资料及设计过程1.3.1 给水水源及给水设计采用两路市政给水供给，市政自来水接管管径为DN200，接管标高为地面下1.0m，供水压力为0.27MPa，市政管网不允许直接抽水。
建筑内采用独立的生活给水系统。
根据设计资料,已知室外给水管网常年水头为27米,不能满足该建筑的用水要求,故室内给水系统采用分区给水方式,分为高低两区。
低区地下2–3层由城市管网直接供水，采用下行上给供水方式；高区4–15层由水泵水箱联合供水，采用上行下给供水方式。
但高区最下层（即4层）静水压力超过了0.45MPa, 故在这三层的横支管上设减压阀。
高区管道路径为：城市管网-->地下贮水池-->水泵-->层顶水箱-->高区各层用水点。
为供水安全，高区与低区连通，见图1–1。
图1–1 给水系统分区图由于市政给水管网不允许生活水泵直接抽水，在地下室内设贮水池和泵房，屋顶阁楼内设水箱，水箱内设水位继电器自动控制水泵运行。
整个系统包括引入管，水表节点，给水管网及附件，此外尚包括高区所需地下贮水池，加压泵和屋顶水箱。
贮水池1.3.2 排水设计室内排水系统采用合流制排水，分两个区进行排放。
低区满足不通气的要求，不设通气管；高区4-15层满足伸顶通气的要求，设伸顶通气管。
该系统由卫生洁具、排水管道、检查口、清扫口、室外排水管道、检查井、潜污泵、集水井等组成。
1.3.3 卫生设施商场设公共卫生间，内有蹲式大便器、洗手盆、污水盆等。
住房的餐厅内有洗涤盆；自带卫生间，内设浴盆、洗脸盆、洗衣机及坐式大便器；主卧室内设有单独卫生间，内有坐式大便器、洗手盆以及淋浴。
要求有完善的给水排水设施。
1.3.4 消火栓系统该建筑属一类建筑，查规范得,室内外消火栓用水量均为30L/S。
室内每根立管最小流量为15L/S，每支水枪最小流量为5L/S。
最低层消火栓所承受的静压小于0.08MPa,可不分区，采用水箱和水泵联合供水的临时高压给水系统。
栓口动压大于0.5MPa的采用减压稳压消火栓。
消火栓布置在比较明显, 且经常有人出入使用方便的地方,消火栓箱内均设有远距离启动消防泵的按钮,以便在使用消火栓灭火的同时启动消防泵。
采用单栓口消火栓，栓口口径为65mm,水枪喷嘴口径为19mm，充实水柱为12m。
采用麻质水带，水带直径为65mm，长25m。
室外消火栓系统共设两套地上水泵接合器，分设在建筑北、南面，以便消防车向室内消防管网供水。
屋顶水箱贮存有10分钟的消防水量(与生活给水箱合用)。
火灾延续时间以2小时计。
该系统由水枪、水带、消火栓、消防管道、消防水池、高位水箱、水泵接合器及消火栓泵等组成。
1.3.5 自动喷淋系统该建筑采用湿式自动喷水灭火系统,各层均设自动喷水灭火系统,喷头动作温度为68℃,一般为长方形布置,距墙不小于0.5米,不大于1.8米。
卫生间、配电间、值班室和大厅不布置喷头，但配电间和值班室采用固定灭火设施，商场大厅用防火卷帘隔开。
自动喷水灭火系统由水源、加压储水设备、喷头、管网、报警装置等组成。
1.3.6 管道的平面布置及管材室内给水排水管道及自动喷淋管道的平面布置见平面图,所有立管均设于墙角或管井内,水平干管均设于吊顶之中。
给水管的室外部分采用铸铁管，室内部分采用优质UPVC白色塑料给水管。
排水管的室外部分用混凝土管,室内部分采用低噪音型白色UPVC排水管。
消火栓管道采用铸铁管。
自动喷淋管道采用镀锌钢管。
2 建筑给水系统设计与计算2.1 设计说明2.1.1 给水方式选择市政外网可提供的常年资用水头为0.27Mpa，远不能满足建筑内部用水要求，故考虑二次加压。
经技术经济比较，室内给水系统拟采用泵箱结合的给水方式，分两区：低区由市政供水，高区由水箱直接供水。
该方式具有供水可靠；设备及管材较少，投资省；设备布置集中，便于维护管理等优点。
2.1.2 给水系统分区本建筑为商住楼，共15层，所选卫生器具给水配件处的最大静水压力为300~350kPa，故该建筑供水分两区，地下2~3层为低区，4~15层为高区。
低区由室外市政管网直接供水，给水管网采用下行上给的方式。
为了保证供水安全，高区供水干管成环，给水管网采用上行下给的方式。
高区供水干管设在第十五层，供水引自屋顶水箱，高区由水箱直接供水。
屋顶水箱间设有一座3.2m³水箱。
2.1.3 给水系统的组成本建筑的给水系统由引入管、水表节点、给水管道、给水附件、地下贮水池、水泵与水箱等组成。
2.1.4 给水管道布置与安装（1）各层给水管道采用暗装敷设，商场管材用给水镀锌钢管，住宅管材均采用给水塑料管（埋地引入管采用给水铸铁管），采用承插式接口，用弹性密封套连接。
（2）管道外壁距墙面不小于150 mm,离梁、柱及设备之间的距离为50mm，立管外壁距墙、梁、柱净距为20-25mm。
（3）给水管与排水管平行、交叉时，其距离分别大于0.5m和0.15m,交叉给水管在排水管上面。
（4）立管通过楼板时应预埋套管，且高出地面10—20mm。
（5）在立管横支管上设阀门，管径DN>50mm时设闸阀，DN<50mm或DN=50mm时设截止阀。
（6）引入管穿地下室外墙设套管。
（7）给水横干管设0.003的坡度,坡向泄水装置。
（8）贮水池采用钢筋混凝土,贮水池上布设人孔,基础底部设水泵吸水坑。
生活与消防贮水池共用。
（9）生活泵设在地下室。
所有水泵出水管均设缓闭止回阀，除消防水泵外其他水泵都设减震基础，并在吸水、出水管上设可曲绕橡胶接头。
2.2 设计计算2.2.1 生活给水设计标准与参数的确定及用水量计算根据建筑设计资料、建筑性质和卫生设备完善程度，依据《建筑给水排水设计规范》（GB 50015—2003）查的相应用水量标准。
（1）商场最高日生活用水定额为5~8L，取7L，Kһ=1.4，12h使用，一层商场面积为434㎡，二与三层商场的面积各为717㎡，总面积为1868㎡。
（2）住宅最高日生活用水定额为130~300L/（人·d），取260L/（人·d），K h=2.5，24h使用，每户按4人计，共计768人。
计算该商住楼最高日用水量，再由相应的系数求出最大时用水量，总用水量之和即为上述水量之和。
所需公式如下：Q=mq (2.2.1)d dQ=Q/T (2.2.2)p dQ=K*Q (2.2.3)h h p式中Q d–最高日用水量，L/d；m–用水单位数，人或床位数等；Q p–平均小事用水量，L/h;K h–时变化系数；Q h–最大时用水量，L/h。
计算结果见表2-1。
表 2-1 生活用水量计算表项目 用水类别水量标准/（m³/d ） 用水 单位 最大日用水量Qd/( m³/d) 时变化系数K h 最大时用水量Q h /( m³/h)供水时间/T 生活 用水商场7L员工 及顾客13.0761.41.52612h住宅260L/（人·d ） 768人199.680 2.5 20.800 24h 总计212.75622.3262.2.2 室内给水管网水力计算2.2.2.1 设计秒流量根据建筑物性质，设计秒流量公式如下：商场 g q 0.2g N α==0.2*1.5* g N （2.2.4）住宅 g g q =0.2*U*N （2.2.5）0.49c g1+(1)0U=*100 0N g N α- （2.2.6）00g q **0U = *100 00.2*N **3600hm k T （2.2.7） 2.2.2.2 低区给水管网水力计算表2–2说明：（1）坐便器采用低水箱；蹲便器采用脚踏式自闭冲洗阀式的；立式小便器采用自动冲洗水箱；（2）表中括号中的数值系在有热水供应时单独计算冷水或热水管道管径时采用；（3）该建筑洗涤盆和洗手盆均不供热水，部分洗脸盆也不供热水。
表2–2 给水计算用表安装高度额定流量(L/s) 当量(n) 流出水头(MP) 支管管径(mm) 名称(mm)洗涤盆1000 0.32 2.0 0.050 20洗脸盆1000 0.15 0.75 0.050 15洗手盆1000 0.15(0.10) 0.75(0.5) 0.050 15淋浴器2250 0.15(0.10) 0.75(0.5) 0.050~0.100 15浴盆700 0.24(0.20) 1.2(1.0) 0.050~0.070 15蹲便器150 1.20 6.00 0.100~0.150 25坐便器250 0.10 0.5 0.020 15小便器2400 0.10 0.5 0.020 15污水盆1000 0.20 1.0 0.020 15 低区每层设有一个卫生间，卫生间给水管道计算草图见图2–1。
该供水系统最不利点位0点，计算节点编号见图2–1。
（1）由各管段设计秒流量q g，控制流速在允许流速范围内，查塑料系统给水管水力计算表，可得计算管段管径D和单位长度沿程水头损失。
（2）由式h y=iL计算管段的沿程水头损失和总沿程水头损失∑h y。
（3）各项计算结果见表2–3。
图2–1 低区给水管网计算草图表2–3 1~3层给水管道水力计算表计算管段编号管段长度L/m卫生洁具当量数当量总数N g计算秒流量q计/设计秒流量/q和(L/s)q g/(L/s)管径D/mm流速V/(m/s)单位管长水头损失i水头损失iL/kpa0~4 6.44 2.0 2.0 0.424/0.4 0.4 20 1.24 2.63 16.937 1~2 1.01 0.75 0.75 0.26/0.15 0.15 20 0.46 0.42 0.424 2~3 1.10 0.5 1.25 1.43/1.35 1.35 40 1.08 0.81 0.890 3~4 0.49 0.5 1.75 1.497/2.55 1.497 40 1.19 1.01 0.495 5~6 0.775 0.75 0.75 0.26/0.15 0.15 20 0.46 0.42 0.325 6~7 0.80 0.5 1.25 0.33/0.25 0.25 20 0.78 1.09 0.872 7~11 4.827 0.5 1.75 0.397/0.35 0.35 25 0.66 0.586 2.829 8~9 1.01 0.75 0.75 0.26/0.15 0.15 20 0.46 0.42 0.424 9~10 1.10 0.5 1.25 1.43/1.35 1.35 40 1.08 0.81 0.890接 引 入 管10~11 0.49 0.5 1.75 1.497/2.55 1.497 40 1.19 1.01 0.495 4~11 0.42 3.75 0.58/2.95 0.58 25 1.12 1.56 0.655 11~12 4.8 7.25 0.808 40 0.65 0.32 1.536 12~引22.9 14.5 1.142 40 0.90 0.60 13.740 管段沿程水头损失累计∑h y（kPa）40.512 2.2.2.3 高区给水管网水力计算高区给水管网计算草图见图2–2，计算立管有四条JL/1、Jl/2、JL/3、JL/4, 其余管段中JL/5同JL/3，JL/6同JL/4，JL/7同JL/1，JL/8同JL/2，计算节点编号见图2–2。