给水排水工程专业英语文献翻译原文第二篇

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给水排水专业英语翻译

《给水排水专业英语》Lesson 1specific yield [spə'sifik] [ji:ld] 单位产水量mass curve 累积曲线capital investment 投资recurring natural event ['nætʃərəl] 重现历史事件subterranean [sʌbtə'reiniən] 地下的groundwater 地下水surface water 地表水tap [tæp]开关、龙头；在…上开空（导出液体）swampland ['swɔmplænd] n. 沼泽地；沼泽地带capillary [kə'piləri] n. 毛细管adj. 毛状的,毛细管的hygro- [词头] 湿（气），液体hygroscopic [,haigrəu'skɔpik] adj. 易湿的，吸湿的hygroscopic moisture 吸湿水stratum ['streitəm] n. [地质学]地层，[生物学]（组织的）层aquifer ['ækwəfə] ['ækwifə] n.含水层，地下蓄水层saturation [,sætʃə'reiʃən] n.饱和(状态)，浸润，浸透，饱和度hydrostatic [,haidrəu'stætik] adj. 静水力学的, 流体静力学的hydrostatic pressure 静水压力water table 1. 地下水位，地下水面，潜水面2. 【建筑学】泻水台；承雨线脚；飞檐；马路边沟[亦作water-table]Phreatic surface [fri(:)'ætik]地下水（静止）水位，浅层地下水面Superficial [sju:pə'fiʃəl] adj. 表面的,表观的，浅薄的Porosity [pɔ:'rɔsiti] n. 多孔性,有孔性,孔隙率Unconfined ['ʌnkən'faind] adj. 无约束的，无限制的Permeability [,pə:miə'biliti] n. 弥漫, 渗透, 渗透性Permeameter [pə:mi'æmitə] n.渗透仪,渗透性试验仪)Clay [klei] n. 粘土，泥土gravel ['ɡrævəl]n.[总称]砾，沙砾，小石；砾石cone of depression [kəun] 下降漏斗, [水文学]下降锥体drawdown ['drɔ:daun] n. 水位下降(降落,消耗,减少)integrate ['intigreit] 【数学】作积分运算；求积分observation well [,əbzə:'veiʃən] 观测井，观测孔extraction [ik'strækʃən] n. 抽出，取出，提取（法），萃取（法）derivation [deri'veiʃən] n. 1. 导出，引(伸)出，来历，出处，得出，得到；诱导，推论，推理；溯源【数学】1) (定理的)求导，推导2) 微商，微分，导数【语言】词源，衍生deplete [di'pli:t] v. 耗尽, 使...衰竭refuse [ri'fju:z] n. 废物,垃圾vt. 拒绝，谢绝dump [dʌmp] n. 垃圾场，垃圾堆，堆存处vt. 倾卸，倾倒(垃圾)unconfined aquifer 潜水含水层，非承压含水层，无压含水层confined aquifer 自流含水层，承压含水层homogeneous [,hɔməu'dʒi:njəs] adj. 同类的,相似的，均匀的，均相的；同种类的，同性质的；相同特征的Aquaclude 不透水层，难渗透水的地层Offset ['ɔ:fset] n.偏移量抵销，弥补，分支，胶印，平版印刷，支管，乙字管Vt. 弥补,抵销,用平版印刷vi. 偏移，形成分支sophisticated [sə'fistikeitid] adj. 复杂的，需要专门技术的；诡辩的,久经世故的equilibrium [,i:kwi'libriəm] n. 平衡,均衡Water Supply（给水工程）A supply of water is critical to the survival of life, as we know it.（众所周知，水对生命的生存至关重要。

给排水专业英文文献翻译

with many toxic organic and inorganic compounds.
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

给水排水中英文对照外文翻译文献

中英文对照外文翻译文献(文档含英文原文和中文翻译)原文：Optimum combination of water drainage,water supply and eco-environment protection in coal-accumulated basin of North ChinaAbstract 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 theground 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 in economy,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 industry in 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 estimatedthat 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 and semi-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 problemsAlthough research into the combination of water 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 ofeco-environment protection.Optimum combination management of water drainage,water supply and eco-environment protection 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 on lowering groundwater heads in the mine areas.Itintercepts 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 aquifers interbedded 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 head pressures 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 waterconsumers,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 contribution to the whole system in objective function.Therefore the management 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 and reliability 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 be expressed as follows.6 A case studyA typical sector is chosen.It is located in the east of Jiaozuo coal mine,Henan Province,China.Itconsists 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.Theprecipitation 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 as Fangzhuang 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 porous aquifer.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 shallow land surface wells in aquifer O2Based on the problems,the following constraint conditions should be considered:(1)Safe mining constraint with groundwater pressure in aquifer L8.There are altogether three coalmines 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 L8 at three mines have to be equivalent to safe drawdown values at least in order to pervert groundwater hazards under the mines and to guarantee their safe operation.(2)Geological eco-environment quality constraint.In order to prevernt groundwater leakage fromupper 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 landsurface 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 O2 for the shallow land surface wells are not allowed to exceed criticalvalues.(4)Industrial water supply constraint for the groundwater source in aquifer O2 .The rate ofindustrial water supply needed by the planned thermal power plant in the north of the sectoris designed to be 1.5 m3/s according to the comprehensive design of the system in thesector.In order to meet the demands of water,the rate industrial water supply for thegroundwater source in aquifer O2 in every management time step must be equivalent at leastto 1.5 m3/s.(5)Maximum amount constraint of groundwater resource available for abstraction.In order tomaintain the balance of the groundwater system in the sector for a long time and to avoid anyharmful results caused by continuous falling of groundwater head,the sum of groundwaterabstraction in each management time step is not allowed to exceed the maximum amount ofgroundwater 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 the model 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 to a 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 inaquifer 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 the drainage 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 surface pumping 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-environmentprotection 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 alsowith 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 longtime,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 the repeated 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 soas 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 thetypical 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 and engineering geology in the Ministry ofGeology and Mineral Resources.Investigation Report on Karst-water-filling Mines(inChinese).Beijing:Geological Publishing House,19962.Liu Qiren,Lin Pengqi,Y u Pei,Investigation comments on mine-hydrogeological conditionsfor 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 coalmines 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),inProceedings of 5th International Mine Water Congress,Leicestershire:Quorn SelectiveRepro Limited,19945.Sivakumar,M.Morten,S,Singh,RN,Case history analysis of mine water pollution,inProceedings of 5th International Mine Water Congress,Leicestershire;Quorn SelectiveRepro Limited,19946.Ye Guijun.Zhang Dao,Features of Karst-water-filling mines and combination betweenwater drainage and water supply in China,Journal of Hydrogeology and EngineeringGeology(in China),19887.Tan Jiwen,Shao Aijun,Prospect analyses on Combination between water drainage andwater supply in karst water basin in northern China,Jounnal of Hebei College ofGeology(in Chinese),19858.Xin Kuide,Yu Pei,Combination between water drainage and water for seriouskarst-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 andenvironment protection,Geological Comments(in Chinese),199710.Gao Honglian,Lin Zhengping,Regional characteristics of mine-hydrogeological conditionsof 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 minesin 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。

大学专业英语给排水专业课文翻译

第7章水处理工艺选择流域管理应该被视为给水系统运行的一部分，这对于保护原水水质非常重要。在取水构筑物之后，是水的处理工艺。目前在市政水处理的预处理工艺有：筛选，预沉淀或清淤，化学药剂添加和曝气。筛选应用在地表水的预处理之中。预沉淀常常用于从河水去除悬浮物质. 化学处理，在水厂内混凝之前，频繁用于提高预沉淀效果，处理难去除的物质，如味道和气味的化合物、色度，降低高的细菌浓度。用于预沉淀的传统化学药剂是聚合电解质和明矾。曝气习惯上是从地下水中除铁除锰的第一步，也是分离溶解性气体如硫化氢和二氧化碳的标准的方法。用于水厂的处理工艺依赖原水水源和所需的出厂水水质。选择用于处理的具体化学药剂基于运行所需反应的有效性和成本。例如，活性炭、氯、二氧化氯和高锰酸钾都可用于味道和气味的控制。虽然价格最低廉，但过量的氯化，会产生不期望出现的三卤甲烷。在地表水处理厂中经常提供用于投加两到三种除味的化学药剂的设备，所以操作者可以选择最有效和最经济的化学应用。没有用于各种水体的色度去除的固定方法。经过足够预处理明矾混凝，采用化学氧化药剂或者活性炭，可能提供满意的去除。另一方面，更昂贵的混凝剂有可能证明更加有效并降低整体化学药剂成本。也许在水处理工艺设计要考虑最重要的是提供灵活性。操作者应该有一些手段来改变某些化学药剂的应用点（投加点）。例如，加氯的投药管线常常提供满足前投加、中间投加、后投加氯的要求。应该提供多种药剂进料器和存储容器，使处理工艺能采用不同的化学药剂。原水水质的降解，或者药剂成本的改变，可能决定了在混凝中混凝剂和助凝剂使用药剂类型的改变。在地表水处理厂情况下，预留场地以背建额外的预处理设施建设空间是值得考虑的。河水流量可能由于水坝的建设、渠道的改进或者上游用水而改变。水质会因人为改变和流域的侵占而改变源于市政和工业废物和农业地表径流的污染物浓度可能增加。湖泊会变得更加富营养化。通过增加曝气装置容量、增加加氯量，使用沉淀池作为调节池，安装完毕后，水厂生产能力得到扩大，处理工艺转变成只去除铁锰。目前该水厂只能够运行曝气氧化去除铁锰与氯化消毒。由于水井供水稳定，全年的出厂水水质优良。图 2-3 的给水处理厂是一个始建于 1950 年代的传统的地表水处理厂。从那时起，湖水水源日益富营养化，已经提供额外的设备进行味道与气味的控制。在较差原水水质的关键时期，活性炭、二氧化氯和各种用于提高药品处理的辅助药剂目前是适宜的。在一年之中的大部分时间，最终出水是非常可口的，但是在春秋季节的湖泊倒层期间，味道和气味不能够被完全去除。对于水质剧烈变化的浑浊污染的河水而言，应该采用一个复杂而灵活的处理系统。一般的处理方案包括：用于沉砂的普通沉淀，混合与沉淀，必要的情况下采用混凝剂；分离处根据原水水质的变化，这个水厂的运行每天都会改变，每个季节都会改变。即使这样，一些难处理的无机或有机物质仍然能够通过复杂的处理系统。理以实现部分软化；在澄清池中的絮凝，双媒过滤，加氯获得余氯，pH 调节和结垢控制。一个河水处理厂应该具有足够的工艺高度，以防止任何污染紧急事件短流的可能性。第8章混凝显然，如果在水的混凝与软化过程中的化学反应将要发生的话，那么化学药剂必须与水进行混合。在这一章节我们将要开始关注必要的物理方法以完成混凝与软化的过程。下面将要提出的基本原理对于混合、絮凝以及过滤的操作都是适用的。或者，或者称为快速混合，是由此化学药剂快速均匀的分布到水中的过程。理想状态下，化学药剂会迅速分散到水中。在混凝和软化的过程中，在快速混合中发生的化学反应形成了沉淀。在混凝过程中形成氢氧化铝或氢氧化铁，而在软化过程中形成碳酸钙和氢氧化镁。在形成沉淀后，有必要使它们互相碰触，以使得它们能够聚集，然后形成更大的颗粒，叫做絮体。这个接触的过程叫做絮凝，它是通过缓慢、柔和的混合完成的。在给水处理与污水处理的过程中，混合的程

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。

给水排水专业英语原文

Unit1水文循环也称为水循环或水循环，描述水在地球表面之上，之下的连续运动。

水可以在水循环中的各个地方在液体，蒸气和固体之间改变状态。

虽然地球上的水平衡保持不变，但是水分子可以进出大气。

通过蒸发，冷凝，降水，渗透，径流和地下流动等物理过程，水从一个水库移动到另一个水库，例如从河流到海洋，或从海洋到大气。

[1]这样做，水经历了不同的阶段：液体，固体和气体。

水循环涉及热能的交换，这导致温度变化。

例如，在蒸发过程中，水分从周围吸收能量，冷却环境。

相反，在凝结过程中，水会向周围环境释放能量，使环境变暖。

水循环在维持地球生命和生态系统方面具有重大意义。

即使每个水库的水都起着重要的作用，水循环给我们这个星球上的水的存在带来了更多的意义。

？通过将水从一个水库转移到另一个水库，水循环净化水，补充淡水，并将矿物运送到全球不同地区。

[2]它还涉及通过侵蚀和沉积等过程来重塑地球的地质特征。

另外，由于水循环也涉及热交换，所以也对气候产生影响。

驱动水循环的太阳加热海洋中的水分。

水分蒸发成水蒸气。

冰雪可以直接升华成水汽。

蒸散是从植物中蒸发出来并从土壤中蒸发出来的。

上升的气流将蒸汽带入大气中，在较冷的温度下，气体凝结成云。

气流使全球各地的水汽移动，云粒子相互碰撞，成长，并由于降水而从天而降。

？一些降水如雪或冰雹，雨雪，可以积蓄成冰盖和冰川，可以储存数千年的冷冻水。

大部分的水回落到海洋中，或者像雨水一样落到地面上，在地表径流时，水流过地面。

一部分径流进入山谷中的河流，河流将水流向海洋。

径流和地下水在湖泊中作为淡水储存。

？并非所有径流都流入河流，大部分径流都渗透到地下渗透。

有些水深入地下，补充含水层，长期储存淡水。

有些渗入物靠近地表，可以渗入地表水体（和海洋）作为地下水排放。

一些地下水在地表上找到开口，并以淡水泉的形式出现。

随着时间的推移，水回到了我们的水循环开始的海洋。

一个水库在水文循环中的停留时间是水分子在该水文循环中花费的平均时间。

给排水专业英语课文翻译

There are several species of bacteria that are widely found in the aquatic environment but so not normally cause illness in the immuno-competent. They are not therefore particularly associated with health problems from drinking-water. It is important to be aware of them nevertheless, as they have occasionally been associated with disease where people may already be ill with other conditions or their immune system is reduced and unable to cope (Dufour 1990).They are usually known as environmental bacteria, but I have also come across the terms adventitious or heterotrophic in this context (although heterotrophic strictly means they get their source of energy and cellular carbon from the oxidation of organic material, that is, by feeding on plants or animals-rather than photosvnchesis). Where laboratories carry out plare counts, it is often these bacteria that are cultured. There will be many different types of environmental bacturia but the imporiant ones for drinking-water safety are listed here.AeromonasAeromonas are commonly found in both fresh and salt waters. There are several species, each one favouring a particular environmental niche. Aeromonas bydropbila is found mainly in clean river water, Aeromonas sobria in stagnant water and Aeromonas caviae in marine water. They are so common that people have tried to use them in rivers as indicators of pollution. They are known to cause diarrhoea and infection in soft tissue where damaged skin comes into contact with contaminated river or lake water.Aeromonas caviae is the one most commonly associated with diarrhoea. Diarrhoeal infection is usually mild, although more severe symptoms have occasionally been known, including bloody diarrhoea and chronic colitis (inflammation of the colon).Aeromonas have been found in treated chlorinated water and sometimes, there is re-growth in the distribution pipes. Chlorine only appears to have a temporary effect on them and this may mean that it stops them from reproducing but does not kill them. If left (presumably so they can get their breath back and have a bit of a rest after the chlorine attack) they can continue as normal.有一些种类的细菌在水生环境中被发现,但通常不引起疾病immuno-competent。

给排水专业英语中文2

从生长动力学方面比较苯酚丝代谢酶的突变体cutaneum R57的改良退化能力1 。

导言苯酚及其各种衍生物，以及许多其他芳香族化合物，被称为有害污染物。

它们可以在污水炼油厂，煤炭和化学工业中发现。

在污水处理中，除了物理和化学方法，用生物方法清除苯酚及其各种衍生物发挥着重要作用。

苯酚不容易降解，并且在足够高的浓度时对大部分种类的微生物是非常有害的。

即使那些物种有利用它作为底物促进发展的代谢能力，苯酚也能抑制他们的增长率。

水性酚醛废物已作为敏感的波动酚醛负荷在活性污泥的研究中研究多年。

各种苯酚降解微生物为了创新和改进工艺的生物的降解工艺已被广泛的研究。

一些原核微生物的研究已经开展了。

只有一些微生物如：假丝酵母属， Rodotorula ，并丝，可将酚类化合物作为唯一碳源和能源来源代谢。

目前人们在，有毒物质的微生物降解和有毒物质在废水处理设施抑制碳源方面给于了极大关注。

在合理浓度条件下的培养基上模型的生长观测中，苯酚一直是人们研究最为广泛的芳香分子。

可以在有毒化合物条件下保持特定生长率的微生物细胞，似乎受到培养基的双重控制。

在培养基上特定生长率μ呈上升趋势（莫纳德型的关系），但μ也往往由于加强抑制作用的S 的浓度增加而减少。

各种运动的关系被提出来试图描述μ的S 为底物和S 作为抑制剂中联合与依赖的关系。

有毒化合物的处理过程的影响是关于量化方面的抑制系数，Ki 。

霍尔丹方程，其中涉及特定生长率（ μ ）的浓度的苯酚，并考虑到最大的特定生长率（ μmax ）和衬底亲和力（Ks ）和抑制（Ki ）常数：2max s i =[phenol]/(K + [phenol] + [phenol]/K )μμ该方程经常被用来形容这种抑制作用。

属Trihosporon 代表组成的微生物类群有着一套独特的酶的能力，好氧生物能降解包括unsubstituted 苯酚的各种有机化合物。

第一步是在有氧情况下以邻苯二酚苯酚羟化酶代谢苯酚羟基。

给水排水工程文献翻译

UASB厌氧生物反应器中的苯胺和对氨基苯磺酸下在反硝化条件下的命运Raquel Pereira, Luciana Pereira*, Frank P. van der Zee, M. Madalena Alves文章信息文章历史：收稿2010年3月31日在收到经修订的形式2010年6月22日2010年8月15日网上提供2010年8月25日关键词：生物降解芳香胺厌氧生物反应器脱氮摘要我们用两个升流式厌氧污泥床（USAB）去调查苯胺磺化酸在脱氮条件下的命运。

用料是由包含苯胺和对氨基苯磺酸的废水和挥发性脂肪酸所组成的。

挥发性脂肪用作初级电子接收器。

反应器1中包含一定化学计量数浓度的硝酸盐，反应器2中包含一定化学计量数的硝酸盐和亚硝酸盐混合物作为最终电子接收器。

反应器1的结果证实了苯胺在脱氮条件下会被降解，但对氨基苯磺酸会保留。

在反应器2中的流入溶液，由于亚硝酸盐的存在，促使了一个化学反应使芳香胺快速消失，同时生成一些黄色溶液。

对流入溶液进行HPLC分析，显示出3个产物峰，主要的一个是在滞留时间（Rt）为14.3min，两个次要的是在Rt为17.2和21.5min。

在污水中，Rt为14.3和17.2min的峰的强度十分低，而21.5min处的峰却增加到3倍。

根据质谱仪分析，我们提出一些和产物相似的一些化合物的结构，这些化合物主要都是含氮化合物。

脱氮活性鉴定显示出生物量是需要去适应有色产物的。

但是经过3天的迟滞期，活性会恢复，甚至最终的N2和N2O产量比对照组还要高。

1 介绍芳香胺是一种重要的工业化学物品。

它在自然界中是一种重要的资源，同时也是工业化学中重要的产品。

在油品精炼，多聚物分析，染料，粘合剂，橡胶，配药学，杀虫剂和炸药等领域有着重要的作用。

他的范围包括从最简单的苯胺到复杂的共轭芳香烃或是杂环结构和多重置换产物。

在有氧情况下，微生物会通过还原切割氮氮双键来生物分解含氮化合物从而产生芳香胺。

（(Pinheiro et al., 2004; van der Zee and Villaverde, 2005）由于传统的污水处理技术不能处理它，不可避免的，它会保留在污水中，在处理过程中它潜在的毒性也需要考虑进去。

3给水排水外文翻译外文文献英文文献

3给水排水外文翻译外文文献英文文献Relations between triazine flux, catchment topography and distancebetween maize fields and the drainage network F. Colina,*, C. Puecha, G. de Marsilyb,1aUMR “Syste`mes et Structures Spattiaux”, Cemagref-ENGREF 500, rue J.F. Breton 34093, Montpellier Cedex 05, FrancebUMR “Structure et Fonctionement des Syste`mes Hydriques Continentaux”, Universite´ P. et M. Curie 4, Pl. Jussieu 75252, Paris Cedex 05, FranceReceived 5 October 1999; revised 27 April 2000; accepted 19 June 2000AbstractThis paper puts forward a methodology permitting the identification of farming plots contributing to the pollution of surface water in order to define the zones most at risk from pesticide pollution. We worked at the scale of the small agricultural catchment (0.2–7.5 km2) as it represents the appropriate level oforganisation for agricultural land. The hypothesis tested was: the farther a field undergoing a pesticide treatment is from a channel network, the lower its impact on pollution at the catchment outlet.The study area, the Sousson catchment (120 km2, Gers, France), has a “herring bone” structure: 50 independent tributaries supply the main drain. Pesticide sales show that atrazine is the most frequently used compound although it is only used for treating maize plots and that its application rate is constant. In two winter inter-storm measurement exercises, triazine flux values were collected at about 30 independent sub-basin outlets.The contributory areas are defined, with the aid of a GIS, as different strips around the channel network. The correlation between plots under maize in contributory zones and triazine flux at related sub-basin outlets is studied by using non-parametric and linear correlation coefficients. Finally, the most pertinentcontributory zone is associated with the best correlation level.A catchment typology, based on a slope criterion, allows us to conclude that in steep slope catchments, the contributory area is best defined as a 50 m wide strip around the channel network. In flat zones, the agricultural drainage network is particularly well developed: artificial drains extend the channel network extracted from the 1/25.000 scale topographic map, and the total surface area of the catchment must be taken to account. q 2000 Elsevier Science B.V. All rights reserved.Keywords: Pesticide catchment; GIS artificial network1. IntroductionThe use of pesticides in western agriculture dates back to the middle of the 19th century (Fournier,1988). Since then, because of their intensive use,yields have increased and the demand for agricultural products has been satisfied. However, the pollution created by theiruse threatens both drinking water resources and the integrity of ecosystems. Therefore, there is a great demand for the reduction of pollution.The remedies lie in changes in the way that agricultural land is managed. The problem of agricultural Journal non-point source pollution by pesticides must be taken from the field, the level of action, to the catchment,the level of control of the water resource.Between these two spatial scales, different levels of organisation can be found. Fields, groups of fields,basins and main catchment, can be viewed together as nested systems (Burel et al., 1992). For each scale level, the main processes governing water movement and soluble pollutant transport are different, as are the variables characterising the system (Lebel, 1990):flow in macropores at local scale, preferential flowpaths at the hillslope scale, flows in connection withthe repartition of different soils at the catchment scale,geology influence at the regional scale(Blo¨sch and Sivapalan, 1995).At the field level, an experimental approach can be used and the relative weight of each variable can be experimentally tested (Scheunert, 1996; Bengtson et al., 1990). The major factors that concern agricultural practices have been identified and many agricultural management indicators have been developed (Bockstaller et al., 1997). Nevertheless, this approach cannot be applied at the catchment scale for several reasons: the need to measure the pollution and the environmental factors simultaneously, multiple measurement difficulties, the complexity of analysis. The variability of observations has temporal and spatial components. Rain induces pesticide leaching and therefore causes temporary high pesticide concentrations in the water; the closer the pesticide spreading date in thefield is to the measurement, the greater the concentration levels (Seux et al., 1984; Reme,1992; Laroche and Gallichand, 1995). The extensive use of Geographical Information System (GIS) has made it possible to analyse the impact on the pollution of the spatial characteristics of agricultural zones (Battaglin and Goolsby, 1996). But so far, the results of these experimentshave only led to an approximate estimate of the risks (Tim and Jolly, 1994).In order to progress in the search for ways to reduce pesticide pollution, it would be worthwhile to improve our assessment of how spatial structure and organisation affects the levels of pollutants measured.This paper presents the results of a study that concerns a particular aspect of the influence of spatial organisation on pesticide transfer: the effects of the distance between the cropland and the channel network. The longer the distance between a cultivated field and a river, the greater the retention and degradation processes (Leonard, 1990; Belamie et al.,1997). One mighttherefore imagine that the greater the distance, the lower the pollution level. However,few studies have given a numerical value to the critical distance at which a field does not influence river pollution significantly. Usually, when dealing with risk zone definition, experts establish an arbitrary distance (Bouchardy, 1992). Our main goal is to determine through spatial analysis the critical distance from a hydrographic network. The zones most at risk from pesticides, including the plots, which contribute most of the pollution, can then be determined.The study area, the Sousson catchment (Gers,France) has certain physical characteristics, which allows sampling of most of the independent subbasins, defined here as agricultural production zones. Its particular morphology made the comparative study of the production zones possible. The method involves a statistical comparison between pollution measurements and spatial characteristics of thecatchments. In order to establish the boundaries ofthe contributing areas, the pollution flux measured at the production zone outlet is compared to the landcover, estimated within strips of variable width around the channel network. Results are shown and discussed from a mainly practical viewpoint.2. The study area and collected data2.1. Study area descriptionThe study area is the Sousson catchment, in southwestern France (Gers). The Sousson River is a tributary of the river Gers. The catchment area is 120 km2. The 32 km long hydrographic network has a ‘herringbone’pattern: 53 sub-basins with fairly homogeneous surfaces areas ranging from 0.2 to 7.5 km2 serve the central drain (Fig. 1).The wide, gently sloping and heavily cultivated left bank, differs from the right bank, which is narrow, steep and mainly made up offorest and pastureland.The Sousson catchment area is exclusively agricultural.There is no industry or settlement of more than 200 inhabitants. The two main crops cultivated aremaize and winter wheat (17 and 15% of the catchment surface area, respectively). The maize fields are usually situated, on the left bank, in the upstream middle of the catchment area, and along the main river.There are two types of soil: a calcareous soil, which is quite permeable, and a non-calcareous soil called locally ‘boulbenes’ with an top limoneous layer and a lower silty layer. In order to avoid the stagnation of water in the upper layer caused by the silty impermeable layer, the fields on boulbene soil are artificially drained. Maize is cultivated for preference on thistype of soil.No significant aquifer has been found in the catchment, as the substratum is rather impervious (clays).2.2. Collected data2.2.1. Spatial dataA GIS was developed for the area, which contains the following information layers:²the hydrographic network and the catchment boundaries digitized from 1/25.000 scale topographic map;² a gridded Digital Elevation Model (DEM) of the zone providing landsurface slopes generated from DEM with a resolution of 75 m;²the boundaries of cultivated fields digitized from aerial photos at scale of 1/15.000;²landcover for both 1995 and 1996 was defined in detail in the study area. For 1997, landcover was identified by remote sensing. Knowledge of agricultural antecedents enhanced the classification of a SPOT (Satellite Pour l0Observation de la Terre) image. As a result, the maize areas for the entire Sousson catchment were determined for 1995, 1996 and 1997 (Fig. 2).GIS functions are capable of determining the landcover of each catchment by intersecting the two information layers “landcover” and “catchment boundaries”, or defining a zone of constant width around the hydrographic network, which is called the buffer zone.In order to evaluate the pesticide application rate, figures for local pesticide sales were collected. Atrazine, alachlor and glyphosate are the most commonly used compounds, atrazine far outstrips the others triazines as the most frequently used product (ten times less simazine is sold). In this region, atrazine is only used in maize cultivation. The application rate (mass of atrazine sold/maize surface area) does not vary from one municipality to another.To simplify the investigations, we chose to study the atrazine spread on maize plots in May. We assume that all the maize plots are treated with atrazine and that the application rate is uniform.2.2.2. Water pollution dataTwo series of measurements were made during the winter period: 23 sub-basins were sampled on December 3rd and 4th 1997, and 26 sub-basins were sampled March 17th to 19th 1998. Hence, the atrazine treatments were carried out 7 or 10 months before and the maize harvest was 1 and 4 months before the measurements were taken.To obtain stable hydrological conditions, the chosen measurement dates coincided with decreasing flow as shown in Fig. 3. The same operator collected the quality samples and gauged the river flow in order to limit measurement errors.The triazine concentration was measured with an ELISA water test (Transia Plate PE 0737). This measurement technique is less accurate than the classical chromatography technique, but it permits a faster analysis of a large number of samples (Rauzy and Danjou, 1992; Lentza-Rios, 1996). As atrazine is the mostwidely commercialised triazine product in this region, we will consider that observed triazine concentrations are representative of atrazine concentrations.December 1997 values, and March 1998 values were grouped together in order to assemble a large enough sample for statistical analysis (Fig. 4). The instantaneous triazine flux was obtained by multiplying the triazine concentration with the dischargevalue. As shown in Table 1, water flow in December 1997 was double that in March 1998, but the corresponding triazine flux are comparable.2.2.3. Quality assuranceTo control the quality of ELISA water-test measurements, each concentration was analysed 142 F. Colin et al. / Journal of Hydrology 236 (2000) 139–152 Fig. 2. Hydrographic network (topographic 1/25.000 map) and subcatchments, parcel limits and land-cover (example of maizeplots). twice. A maximum difference of 20% is tolerated between two duplicate samples, the median error is 10%, and mean values are used. It is possible that ELISA measurement induces a consistent error by comparing with gas chromatography measurements (Tasli et al., 1996), but this bias is compensated by comparative reasoning on all the samples.A few points were measured two or three times during the exercise in order to evaluate the daily variations during the sampling period. Table 2 shows that the flux variation between different days of a sampling period ranges from 2 to 49%. It is therefore possible to compare the different samples from the period in question. All the measurements from each period are then grouped together.The uncertainty on the triazine flux is the sum of the uncertainty of discharge and concentration measurements. The uncertainty on the discharge measurements ranges from 15 to 20%. Therefore, the triazine flux value isgiven with a maximum uncertainty of 40%.3. MethodTo define the zones most at risk we tested how the distance to the river of the areas where pesticides are applied influence pollution levels. Thus, we have to determine the relative position of the hydrographic network and the contaminating plots.In our case, the data on pollution is provided by triazine flux measurements taken at basin outlets and the potentially contaminating fields are maize plots.3.1. Efficiency curve and spatial partitionThe basic hypothesis is that the impact of the field as a contributor to pollution decreases the further it is from the channel network. Thus, there is a critical distance at which the field makes little contribution to outlet pollution. In other words, we assume that plot contribution to pollution level can be modelled through adecreasing efficiency curve. This hypothesis will be tested with a very simple curve: a step function. This curve is defined using only one parameter, the threshold limit distance, d, beyond, which a plot stops contributing to river pollution.In practice, this hypothesis implies a three-step approach:²determination of the location of the maize fields;²definition of a buffer of width d, equal to the threshold distance and, which surrounds the channel network;²determination of the contaminating fields inside these limits.The fields define the contributing maize areas depending on the buffer width (Fig. 5). At this stage, GIS functionality is required, particularly for the buffer function.3.2. Correlation between contributing area and pollution at the catchment outletWe studied the correlation level between triazine flux measured at the catchment outlet and the different contamination contributing areas defined by strips of variable width. Three parameters are used to determine the correlation level (further information is provided on this point in Appendix A):²The Kendall rank correlation coefficient (Siegel, 1956) t gives a measure of the degree of association or correlation between two sets of ranks. It expresses the difference between the probability that the two data sets are ranked according to the same order and the probability that they are ranked according to a different order. If t . 1.21.; a positive (negative) relation exists between the two data series, if t . 0; there is no relation between the two data series.²The Spearman rank correlation coefficient R (Siegel, 1956) requires that individuals under study be ranked in two ordered series. As the Kendall coefficient t , R expresses the existence of any one relation between two data series if itsvalue is close to 1.²The linear correlation coefficient r (Wonnacott and Wonnacott, 1991) expresses the intensity of a linear relation between two data series; r2 is the part of the variance explained by the linear model.The two first parameters evaluate if a relation exists between observed triazine flux and the different tested maize areas without hypothesis on the form of the relation. The linear correlation coefficient allows a special relation type to be tested. The squared value of the Spearman coefficient R, as the correlation coefficient r, expresses a part of total variance on the ranks. The Kendall coefficient represents the probability of two series being ranked in the same way against the probability of them being ranked in a different way. The use of non-parametric coefficients confers robustness to the method in relation to distributional skewing (Barringer et al., 1990).The most significant correlation levelcorresponds to the most accurate threshold distance d. This distance d defines the zone for which the relation between fields undergoing atrazine treatment and triazine flux is the highest. The buffer of width d will be defined as, “the zone most at risk”, even if plots outside this buffer zone may contribute in a small way to the pollution.3.3. Catchment typologyThe study of the slopes in the whole catchment shows a significant disparity between the upstream and downstream zones. The slopes in the upstream zone are gentle while those in the downstream zone are steep. In order to describe these morphological differences, the index Islope threshold was calculated for each basin: Islope . Sslope.5%=Stotal .1. where Sslope.5% is the basin surface area where the slope is steeper than 5% and Stotal the total surface area of the basin.The 5% threshold slope was chosen because itrepresents the upper limit at which mechanised agriculture can still be practised.The higher the Islope, the greater the proportion of steep slope zones in the basin. In order to sequence basins, a limit of Islope . 0:5 was chosen. This value corresponds to an equal part of flat and steep slope zones in a catchment. Furthermore, this typology separates the sampled basins into two groups of a comparable number of elements. This catchment typology shows a classification according to the position upstream and downstream in the Sousson catchment (Fig. 6).4. ResultsDuring the winter, in December 1997 and March 1998, water quality and discharge measurements were made to determine triazine flux. The network was digitized from the 1/25.000 scale topographic map. The buffers tested are 50 m, 100 m, and 200 m wide. The entire catchment corresponds to the maximumwidth, which is close to 500 m for the downstream group basins and 250 m for the upstream group, which has a more pointed shape. As it is noted by Barringer et al. (1990), the minimum used buffer width must be superior to that of the mapping unit. Here, maize field were determined using information provided by SPOT satellite imagery, (resolution 20 m), with field boundary definition based on 1/10.000 aerial photos (1 mm on the map is equal to 10 m on field).The area was divided into strips around the channel network. Then, the maize fields were putback into this division of space to obtain, for each basin, maize surface area within 50, 100 and 200 m of the hydrographic network, and within the whole catchment.4.1. Study of the whole set of basinsResults of regressions for 23 catchment areas in December 1997 and 26 in March 1998, whichinclude a Kendall rank correlation, a Spearman rank correlation and linear correlation coefficients are given with their significance level in Table 3. Calculated correlation coefficients do not seem to vary consistently as a function of the selected threshold distances: the number of coefficients increase in all cases when the buffer area is enlarged with the exception of December where they decreased in number for the whole catchment area. Considering these results, one might think that the distance of the field from the river has no effect on the pollution. However, if upstream and downstream basins are separated, according to the slope criterion Islope, the results are very different.4.2. Study of the downstream basins Regressions were carried out on nine basins in December 1997 and on 13 in March 1998, mean triazine concentrations are 42.0 and 123.0 ng/l, respectively. Results are shown in Table 4. Calculated correlation coefficients decreasewhen the strip width around the channel network increases. The best correlation levels are obtained for a distance d of 50 m (100 m for the linear correlation in December 1997). The Kendall and the Spearman correlation coefficients show the existence of a relation between maize area inside a 50 m wide buffer zone around the channel network and the triazine flux at the catchment outlet. The linear relation is quite adequate to model this variable association given that 69% of the total variance is explained in December 1997 and 56% in March 1998 considering that d equals 50 m. Resultsobtained for the two measurement dates are mutually coherent although differences exist. In December, whatever the value of d, the significance level is above the acceptance limit (p . 5%). The relation between maize area and triazine flux is optimal for d equal to 50 or 100 m but still exists for d equal to 200 m or considering the whole catchment surface area.The correlation between pollutant flux and maize areas far from the river can be explained by two ways. On the one hand, there is a correlation between the different maize areas (cf. Table 6). Indeed, if maize surface areas within different buffer zones were perfectly proportional, i.e. if linear correlation coefficients between the different maize surfaces areas were equal to one, no variation wouldbe detected in the correlation coefficients between maize surface areas and triazine flux. The sets of basins studied were not exactly the same during the two measurement exercises. For December 1997, the level of correlation between the different maize surface areas is higher than for March 1998 (as it is shown in Table 6). This difference between the two series is partly responsible for the slow decrease in the number of correlation coefficients concerning distance d for December 1997. On the other hand, as it is shown in Fig. 3, December 1997 measurements were made during the falling limb of thehydrograph and thus we can assume that, in these hydrological conditions, the area contributing to pollution is larger and includes zones distant from the hydrographic network for the whole catchment area. However, in March 1998, in lower water level conditions, only correlations where d is equal to 50 m are significant at the 5% threshold.We can conclude that the limit of 50 m is the most appropriate to define the zones most at risk for the two monitoring periods — seven and ten months after the triazine applications —even if hydrological conditions are also important when defining the contribution of the other maize plots located on the whole catchment area.4.3. Study of the upstream basinRegressions were made on 14 catchments for December 1997 and 13 basins for March 1998, mean triazine concentrations are 177.9 and 314.6 ng/ l, respectively. Results are shown inTable 5. The correlation coefficients become more numerous with strip width, while the opposite is true for the downstream basins. In most cases, the best results are obtained by considering the whole catchment area. The linear model is less accurate for the December data set .r2 . 38%. than the Spearman rank correlation .R2 . 70%.: It suggests an association between variables more complex than the linear relation does.Field investigations provide the explanation of the difference between the two catchment groups. For upstream catchments, the hydrographic network taken as the reference is irrelevant. In this flat zone, the artificial drain network around each plot extends the channel network; thus, the real active network is denser than that of the topographic 1/25.000 map. Fig.7 shows, for a particular catchment, the differences between the topographic 1/25.000 map network and the active one observed in the field. Moreover, this ditch network is connectedwith buried drains located under most of the fields in this upstream zone. The consequence is that each field is artificially connected with the catchment outlet.This difference in optimal width between the upstream and downstream catchments is the consequenceof man’s activities on the flat upstream area. In this case, the total catchment surface area must beconsidered as a contributing area.5. DiscussionWe chose to take the measurements in winter because it is easier to compare triazine flux at the catchment outlets. In spring, which is the atrazine spreading period, the differences in flux could be due to differences in the application dates. We used instantaneous inter-storm triazine flux measurements to maximise the stability of the transfer processes (Woods and Sivapalan, 1995). Thus, our resultsdo not necessarily apply to transfer during peak runoff. As the measurements were made between stormy periods our attention was focussed on the slow components of water movement such as subsurface runoff, drainage flow and water circulation in soil, where leaching favours the transport of soluble compounds such as atrazine. These conditions are not maximal from the point of view of instantaneous pollutant quantity export, but do represent a nonnegligible quantity and this over long periods of the year. However, this was a way to acquire comparable data sets at several basin outlets. Moreover, with these data sets it is possible to integrate the spatial diversity and give the results in a form that can be generalised.A simple model of contribution through buffers of stationary width around the hydrographic network was used, where each buffer defines a zone contributing to pollution. The degree of correlation between thecontributing areas and the pollution at the basin outlet was determined.The results show that a critical contribution distance cannot be defined for all basins studied. However, basin typology based on morphology criteria permitted the identification of two groups of basins.These basins have to be considered separately as their water movement characteristics are very different.For the downstream basins, which have a marked relief, the channel is well defined by the network that figures on the 1/25.000 scale topographic map. The model identifies a critical contribution distance, which ranges from 50 to 100 m. Atrazine is little adsorbed by soil, very soluble and easily leached. In inter-storm periods, it is not surface runoff, which causes the water transfers but sub-surface runoff and the draining of local aquifers surrounding the hydrographic network. The area of strongest influence ranges from 50 to 100 m and gives a good representation of the zone where atrazinetransport processes are active. This optimal distance should be determined for different climatic conditions and different periods of the agricultural year. Then we would know if the contributing area possesses temporal dynamics or if it remains stable.The upstream basins have higher triazine concentrations. These areas are characterised by the high proportion of flat zones (slopes of less than 5%), and an artificial drainage network connecting each plot to the main drain in order to avoid flooding. Thus, each plot contributes to the pollution measured at the basin outlet. The topographic 1/25.000 map network does not include this effect of the human intervention on the water circulation, and it is not pertinent in a drained region to evaluate the distance between cropland and the river.How the hydrographic network is defined is critical to the success of this analysis. The initial choice was based on the network digitized from the 1/25.000 scale topographic map. The mainbenefit to be derived from using such a network is its availability, which allows us to easily transpose the methodology. It represents the perennial flow network, stable in time. But, from the point of view of water movement, it lacks locations of manmade drains that can accelerate he transport of solute pollution. From a practical point of view, it is preferable to study the farmlandand identify zones with intensive artificial drainage before defining the boundaries of contributing areas around the channel network.6. ConclusionsIn order to reduce surface water pollution, the application of pesticides has to be controlled and agricultural practices must be such that they respect the environment. But the proper management of cropland must not be neglected either. The spatial organisation of fields has an impact on river pollution.The effect of the distance between fields contributing to the。

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。

土木工程给水排水英文文献及翻译-英语论文.doc

土木工程给水排水英文文献及翻译-英语论文土木工程给水排水英文文献及翻译Building drainage of water-saving techniquesWith people's quality of life，the quality and quantity of water are constantly expanding. Implement sustainable water use and protection of water resources from destruction. And access to healthy water, recycling of water, has become the government and the broad masses of the people the focus of attention. All this gave to the construction of drainage works on the design of the many new requirements, water supply advanced technology of the urgent need to accelerate the pace. This paper will explore more of the building for drainage of water-saving technology; we hope to arouse the awareness of water conservation to build water-saving city efforts. Construction of a water-saving project, in addition to the water saving should formulate laws and regulations to strengthen the management and day-to-day publicity and education use price leverage to promote water conservation work, but also take effective measures, to ensure that the construction of water-saving work carried out in-depth and comprehensive. We are aware that the water supply network's coverage, the extension of transmission mains and the construction of the building because arising from the difference in height, will be used to increase the water pressure before the end of ways to protect the most disadvantaged water points will be adequate water supply, This will be a large number of regional supply of high pressure water supply is. Therefore accessories before the water hydrostatic head greater than outflow, the flow was greater than the rated flow capacity. Beyond the rated flow capacity of that part of the normal flow did not have the use efficiency is a waste of water. As a result of this water is being wasted is not easy to detect and understand, it could be called a "stealth" wasting water.It has been in a different type of floor, the building 67 water distribution points so the overpressure from the measured flow analysis, Statistical results are 55% of the iron spiral movements - taps (hereinafter referred to as "ordinary water") and 61% of the ceramic valve - leading the flow of water-saving more than their rated flow, the super-flow pressure from the state. Two endings the largest flow out of the rated flow capacity of about three times [1]. This shows that in our existing buildings, water supply system overpressure out-flow phenomenon is widespread and it is a fairly serious. In distribution point pressureAs overpressure flow out of the "invisible" water is not wasted paid enough attention to, So in our existing "building water supply and drainage design" and "construction water supply and drainage design GBJ15-20 00 draft "(hereinafter referred to as" draft "), although the water accessories and home support the greatest pressure certain restrictive provisions in [2], but this is only to prevent water from the high pressure parts will lead to damage to the point of consideration, not prevent excess pressure from the out-flow point of view, the pressure is too lenient restrictions on the flow overpressure no fundamental role. Therefore, in accordance with the water supply system overpressure flow from the actual situation, the pressure on the water supply system to make reasonable limit.1.2 measures taken decompressionWater supply system in a reasonable allocation of decompression device is to control pressure within the limits required to reduce excess pressure from the flow of technical support.1.2.1 Jangled nervesRelief valve is a good decompression device, can be divided into proportional (lower left) of direct action and the type (Photo) The former is based on the ratio of the area to determine the proportion of decompression, which can be set under pressure prior decompression, When the water-stop water, you can also be controlling the vacuum tube pressure is not increased, Decompression can achieve dynamic can achieve static decompression.1.2.2 Decompression orifice and conserving Cypriots1106土木工程给水排水英文文献及翻译Orifice decompression compared with jangled nerves example, the system is relatively simple, less investment, easy management. The practice of some units, water-saving effects are fairly obvious, If Shanghai Jiao tong University in the school bathroom water pipe installation aperture of 5 mm orifice, water-saving about 43%. But decompression orifice only by the dynamic pressure, static pressure can be reduced and the pressure downstream with the upstream pressure and the flow is changed, is not stable enough. In addition, the vacuum orifice plug easy. In better water quality and water pressure more stable, by using [3]. Cutting expenditure and the role of Cypriot advantages and decompression orifice basically are the same. Suitable for the small diameter and accessories installed to use [3].1.3 adopt water-saving leadingA trial showed that the leading Practical water-saving taps and the general state of the full, flow out of the former than the latter out of the flow. That is the same pressure, the leading water conservation has good water saving, water-saving volume in 20% ~ 30% between. And the higher the pressure ordinary tap water from the larger, water-saving is leading the greater the volume of water-saving. Therefore, should the building (especially in the standard water pressure in water distribution points) leading installation of water-saving, reduce water wastage. In 1999 the Ministry of Construction, State Economic and Trade Commission, State Bureau of Building materials apparatuses jointly issued a document "on the elimination of residential buildings behind the products notified" require large and medium-sized cities in new residential prohibit the use of helical-style cast iron nozzle movements, actively adopt "ceramic cartridge faucets" and "common faucet technical conditions of the ceramic cartridge faucets [4]. Since the main building of our school building earlier in the toilet faucet is still an ordinary spiral movement - iron taps. We have often seen leading loosening and tightening the leading difficulty caused by the leakage phenomenon. In fact, there is such a faucet overpressure caused by the "invisible" huge waste of water. Schools should arouse the concern of the relevant departments, from the long-term interests for the use of water-saving new leader, reduce unnecessary losses.2 vigorously develop the construction of water facilities, "watercourse." As the name suggests is not delivered on the waterways clean water is not sullied by sewage contamination. Residents put a wash, bathing, washing clothes and other water washing and flushing water together, after CO., filtration and disinfection, Sterilization, which imported waterway network, for toilet flushing, washing cars, and pouring green, onto the road and other non-drinking purposes. China therefore waterway is also known as miscellaneous water Road. With a watercourse which cubic meters of water, equivalent to the use of one cubic meters of clean water, emit less nearly a cubic meter of sewage and kill two birds with one stone. Water-saving achieved nearly 50% [3]. Therefore, the channel has many of the world's water shortage in cities used extensively.2.1 full use washing wastewater and other quality miscellaneous drainageThe existing water facilities built in most hotels, colleges, and the basic source for the bathroom bathing wastewater. For some small units, smaller than bathing wastewater, and discharge time is too concentrated, Water facilities are not stable and adequate source of water. And washing with water wastewater, the use of time more evenly, water treatment and the advantages of relatively good, as a water source, to be fully exploited.2.2 Develop and implement as soon as possible the return to the new water quality standardsThe current construction of water reused implementation of the existing “life miscellaneous water quality standards.” The total coli form standards and the requirements of "sanitary standard for drinking water," the same, compared to the developed countries and the Chinese water standards apply to the swim-minus III also strict standards. This has led to two problems: First, many of the existing water works is less than the standard; 2 are fulfilled with a certain degree of difficulty, improve the water project investment and processing cost. So should develop appropriate indicators of the value of water works to promote the spread土木工程给水排水英文文献及翻译and popularize. Water Saving water is not limiting, or even prevents the water. But reasonable people to water, efficient use of water and not waste. As long as we pay attention to fit the family's bad habits, we will be able to water-saving around 70% [3]. Water and waste a lot of the habits, such as: flush toilets single wash cigarette butts and broken fine waste; to access a cup of cold water. Many people will not venting water; spend the potatoes, carrots after peeling, washing or after the optional vegetables; when the water stopped (open access customers, answer the phone, change TV channels), not turning off the tap; During the suspension, forget turningoff the tap; toilets, wash, brush, let the water has been flowing; Before sleep, go out, do not check the faucet; equipment leaks, not promptly repaired. From the following table, we can see in many parts of life as long as we interested to note that the conservation of water is very impressive.3 to promote the use of water-saving devicesIn addition to the family of water-saving attention to cultivate good habits of water, using water-saving devices is very important and also the most effective. Some people prefer laissez-faire, but also refused to replace water-saving devices, in fact, so much water is a long time down the uneconomical. Thus vigorously promote the use of water-saving devices is the construction of water-saving important ways and means.3.1Water-saving taps3.1.1 Water Saving leading CeramicsCurrently most of the water-saving taps used Ceramics taps. Such taps compared with ordinary taps, water was typically up to 20% ~ 30%; and other types of water-saving compared to the leading and cheap [3]. Therefore, in the residential buildings of architectural vigorously promote the use of such water-saving lead. We taught thefifth floor of the dormitory building and are used by such leading.3.1.2 Closed since delay tapsSince the delay in the water taps closed after a certain time, shut down automatically to avoid Changliushui phenomenon. Water timing to be in a certain range adjustment, both for the convenience of Health has complied with the water-saving requirements suitable for washing in public places with.3.1.3 Photoelectric controlled tapsClosed since the delay of water-saving taps but water while fixed time and meet the different requirements of the use of the object. Photoelectric controlled taps will be able to overcome the above drawbacks, such as the latest one of the type of infrared device control wash, The first installation will be self-inspection of the device in front of or below the fixed reflectors (for example, vanity) and based on the reflectors adjust their distance from work to avoid the past because of automatic water obstacles closer to the front of regular water, Such intelligent device can wash your hands although below action without washing their hands without water. a long time will wash water and do not have long-term can also regularly flush Water Seal failure to avoid a supply shortage ahead of the police [3].3.2The total water-saving flush3.2.1 Use of small volume cisterns commodeChina is promoting the use of water tanks 6 L fecal water-saving devices, and have flushing water to 4.5 L or even less, stood on the stool available. However, we should also pay attention to the drainage system to ensure the normal work of the use of small volume cisterns commode, otherwise they will be brought to plug the pipeline, not a net wash, and other issues. Two respectively flushing cisterns in urine, flushing water for 4 L (or less); Washing stool, Chong stood at 9 L (or less) [3]. (Map is a two-valve I-Yuan annually to the water tanks, to open the stool below the drain urine when opened above the drain Pictured left is the two-block cisterns switch several forms) Israel's construction regulations require all new buildings to install two respectively wash cisterns. China should also vigorously promoted two respectively cisterns, because one day, the number is far higher than the urine stool frequency. To three homes as an example, per person per day for a meeting of feces, urine four times and the use of existing water tanks L 9, day to 135 L of water; 6 L of water use, 90 L of water a day;土木工程给水排水英文文献及翻译and the use of cisterns two respectively, 75 L of water a day, can be seen using two respectively cisterns 9 L 6 L than using more water-saving cisterns [3]. 6 L Yuan annually to the use of water-saving cisterns better results. The use of tanks in two trances another advantage is not right and the replacement of the total drainage system to carry out reform therefore particularly applicable to existing buildings the total replacement of water tanks.UrinalThe United States launched the Urinal-washing, which is not water, the stench from the toilets without using utensils, In fact, only in one end Urinal add special "trap" devices, but because the economic, health, water effectively, So popular station.control UrinalUrinal photoelectric controls in a number of public buildings installations.3.2.4 Delayed flushing valve closedIt is the use of guide-work principle, water officials directly connected with the water pressure high enough circumstances, can protect the instantaneous flushing commode needs to replace tanks and accessories, installation is simple and easy to use, health, low prices, Water-saving effect of the obvious characteristics [3]. We carpentry center is used for such cleaning.3.3 in hot water systems installed in various forms of water-saving devicesIf installed in public bathrooms limited flow orifice, in the cold, hot water imported pressure balance between the installation of equipment; Installation of low-flow plumbing. Inflatable hot water thermostat and cooling, hot water mixed hydrants. 3.4 to further develop various forms of water-saving devices3.4.1 Development of different water taps outSome countries, in different places with different water out of taps, Singapore provides water for washing vegetables pots 6 L / min, shower water 9 L / min; China's Taiwan Province launched the spray-wash special taps, the flow was 1 L / min. In China, various taps most of the rated flow capacity of 0.2 L / s, that is 12 L / min, excessive [4]. Therefore be reasonable to develop taps the rated flow, and gradually installed in different places different from water taps.3.4.2 Vacuum water-saving techniquesTo ensure that sanitary ware and sewer cleaning effect of vacuum technology can be applied to drainage works Most of the air instead of using water, relying on the vacuum of high-speed gas-water mixture, and rapid disposal of the sewage, dirt-gully clean and save water and drain away the effects of dirty air. A complete vacuum drainage system, including: vacuum valve and with a magnitude of suction devices occupants, the closed aqueduct, vacuum collection containers. Vacuum pumps, control equipment and channels and so on. Together with the vacuum generated 40 ~ 5min the negative pressure of sewage pumped to the collection containers, then will collect sewage pump effluent into the municipal sewer. Different types of construction in the use of vacuum technology, the average water-saving exceed 40%. The use of the office building water-saving will rate-70% [2].3.4.3 Development zone leading to the wash waterIn Japan, many families use with the leading water wash, wash all the wastewater into water tanks for back flushing. If the water tank, they can directly turn on the water faucet open. Irrigation water use, it can not only save water but also reduce the costs. At present, the water in China has sales.土木工程给水排水英文文献及翻译随着人民生活质量的提高，对供水量和质的要求正不断扩展.同时实施水的可持续利用和保护，使水资源不受破坏，并能进入良性的水质、水量再生循环，也已成为政府和广大人民群众关注的焦点。

给水排水专业英语翻译

《给水排水专业英语》译文：（第一课）给水工程我们知道，水的供应对生命的生存至关重要。

人类需要喝水，动物需要喝水，植物也需要喝水。

社会的基本功能需要水：公共卫生设施的冲洗，工业生产过程耗水，电能生产过程的冷却用水。

在这里，我们从两方面讨论水的供给：）1、地下水供给2、地表水供给地下水是通过打井而得到的重要直接供水水源，也是一种重要的间接供水水源，因为地表溪流（或小河）会经常得到地下水的补给。

在靠近地表的通气层中，土壤孔隙内同时包含着空气和水。

这一地层，其厚度在沼泽地可能为零，在山区则可能厚达数百英尺，蕴涵三种类型的水分。

重力水，是在暴雨过后进入较大的土壤孔隙中的水。

毛细水是在毛细作用下进入较小的土壤孔隙中的水，它能够被植物吸收。

吸湿水是在不是最干燥的气候条件下由于分子间引力而被土壤稳定下来的水。

地表通气层的湿气是不能通过凿井方式作为供水水源的。

位于通气层以下的饱和层，土壤孔隙中充满着水，这就是我们通常所说的地下水。

包含大量地下水的地层称为含水层。

通气层和含水层之间的水面称为地下水位或浅层地下水面，地下水静压力与大气压力相等。

含水层可延伸相当深度）, but because the weight ofoverburden material generally closes pore spaces（但因为地层负荷过重会压缩（封闭、关闭）土壤孔隙，深度超过600m，即2000英寸，就基本找不到地下水了。

能够含水层中自由流出的水量称为单位产水量。

The flow of water out of a soil can be illustrated using Figure 1（土壤中水流如图1所示）. The flow rate must be proportional to the area through which flow occurs times the velocity（流量与流水面积成比例，流经该土壤面积的流量等于面积与速率成的乘积）, orQ=AvWhere（此式中）Q=flow rate , in m3/sec（流量，单位为m3/s）【cubic meter per second】A=area of porous material through which flow occurs, in m2（渗透性土壤的流水断面，单位为m2）v=superficial velocity, in m/sec（表观流速（表面流速），单位为m/s）表观流速当然不是水在土壤中流动的真实速度，因为土壤固体颗粒所占据的体积大大地降低了水流通过的空间。

给水工程英文文献翻译

附录C：外文文献及其译文外文文献：Removal of Pharmaceuticals during Drinking Water Treatment The elimination of selected pharmaceuticals (bezafibrate, clofibric acid, carbamazepine, diclofenac) during drinking water treatment processes was investigated at lab and pilot scale and in real waterworks. No significant removal of pharmaceuticals was observed in batch experiments with sand under natural aerobic and anoxic conditions, thus indicating low sorption properties and high persistence with nonadapted microorganisms. These results were underscored by the presence of carbamazepine in bankfiltrated water with anaerobic conditions in a waterworks area. Flocculation using iron(III) chloride in lab-scale experiments (Jar test) and investigations in waterworks exhibited no significant elimination of the selected target pharmaceuticals. However, ozonation was in some cases very effective in eliminating these polar compounds. In labscale experiments, 0.5 mg/L ozone was shown to reduce the concentrations of diclofenac and carbamazepine by more than 90%, while bezafibrate was eliminated by 50% with a 1.5 mg/L ozone dose. Clofibric acid was stable even at 3 mg/L ozone. Under waterworks conditions, similar removal efficiencies were observed. In addition to ozonation, filtration with granular activated carbon (GAC) was very effective in removing pharmaceuticals. Except for clofibric acid, GAC in pilot-scale experiments and waterworks provided a major elimination of the pharmaceuticals under investigation.IntroductionIn Germany, some pharmaceuticals are used in quantities of more than 100 t/yr (1). Pharmacokinetic studies exhibit that an appreciable proportion of the administered pharmaceuticals are excreted via feces and urine (2) and thus are present in the domestic wastewater. A further source for the contamination of wastewater is assumed to be the disposal of (expired) medicine via toilets. However, this portion is very difficult to estimate because reliable data are not available. After passing through sewage treatment plants (STPs), pharmaceutical residues enter receiving waters. Point discharges from pharmaceutical manufacturers can also contribute to contamination of rivers and creeks (3). First results concerning environmental occurrence of pharma-ceuticals are reported by Garrison et al. (4) and Hignite and Azarnoff (5), who detected clofibric acid in the lower micrograms per liter range in treated sewage in the United States. Further studies in 1981 in Great Britain revealed that pharmaceuticals are present in rivers up to 1 íg/L (6). On Iona Island (Vancouver, Canada) Rogers et al. (7) identified the two antiphlogistics ibuprofen and naproxen in waste-water. Recent investigations showed the exposure of a wide range of pharmaceuticals from many medicinal classes (e.g,betablockers, sympathomimetics, antiphlogistics, lipid regu-lators, antiepileptics, antibiotics, vasodilators) to rivers and creeks. Reviews from Halling-Sørensen et al. (8), Daughton and Ternes (9), and Jørgensen et al. (10) summarize most of the literature in this new emerging field about the environ-mental relevance of pharmaceuticals.Furthermore, Mohle et al. (11), Alder et al. (12), Ternes et al. (3), and Zuccato et al. (13) have reported the identification of pharmaceuticals in the aquatic environment.Contamination is influenced by the relative portions of raw and treated wastewater (14) such that even small rivers and creeks can be highly contaminated. Groundwater is contaminated with pharmaceuticals primarily by infiltration of surface water containing pharmaceutical residues as well as by leaks in landfill sites and sewer drains. Because of the widespread occurrence of pharmaceuticals in the aquatic environment and sometimes also in the raw water of waterworks, a few cases surfaced where pharmaceuticals were detected in drinking water in the lower nanograms per liter range (15, 16). Although up to now no adverse health effects can be attributed to the consumption of pharmaceuticals at these low concentration levels, based on precautionary principles, drinking water should be free of such anthro-pogenic contaminants.Currently, few papers have been published dealing with the removal of pharmaceuticals in drinking water treatment. Ozonation and especially advanced oxidation processes seem to be very effective in removal of diclofenac, while clofibric acid and ibuprofen were oxidized in lab-scale experiments mainly by ozone/H2O2 as shown by Zwiener and Frimmel (17). Heberer et al. (18) exhibited that reverse osmosis is appropriate to remove a variety of different pharmaceuticals from highly contaminated surface waters.The objective of the work presented here was to study the efficiency of different treatment steps to remove the anti-phlogistic diclofenac, the antiepileptic carbamazepine, and the lipid regulators clofibric acid and bezafibrate during drinking water treatment. Therefore, the primary elimination of the selected pharmaceuticals was investigated under laboratory, pilot, and real waterworks conditions. In addition to processes such as bank filtration and artificial groundwater recharge, widely used techniques for surface water treatment such as activated carbon filtration, ozonation, and floccula-tion were investigated. The monitoring results of two German waterworks are extended by lab- and pilot-scale experiments to obtain more generalized results.Experimental SectionSelected Pharmaceuticals.For all lab- and pilot-scale spiking experiments, four relevant pharmaceuticals (the antiphlo-gistic diclofenac, the antiepileptic carbamazepine, the lipid regulators clofibric acid and bezafibrate) have been selected as target compounds. Their molecular structures are shown in Table 1. These compounds have been chosen because of their predominant occurrence in German feeding waters for waterworks such as rivers, bank filtrates, and ground-water (14, 19). Additionally, the antiepileptic primidone was included in oxidation experiments and a waterworks survey.TABLE1.Selected Target PharmaceuticalsAnalytical Methods.The determination of the pharma-ceuticals was performed using different analytical methods (see Table 2). All methods were based on a solid-phase extraction of the analytes on to RP-C18 or Lichrolute EN material. After solid-phase extraction (SPE) and an elution step with methanol or acetone, the compounds were derivatized using different agents. Either a methylation with diazomethane (20) or a silylation with a mixture of N,O-bis(trimethylsilyl)acetamide (BSA) and 5% trimethylchlo-rosilane (TMCS) (Fa. Fluka, Buchs, Schweiz) were used (60 min at 120 °C) (21). Carbamazepine was determined aftersilylation either by a mixture of MSTFA/TMSI/DTE(N-methyl-N-(trimethylsilyl) trifluoroacetamide/trimethylsilylim-idazol/dithioerytrit; 1000 íL/2 íL/2 íg) (22) or by a mixture of BSA/TMCS. For primidone, an acetylation by acetanhy-dride and ethanolamine was used (22). In all cases, GC-MS was used for the detection of the analytes. Further details of the methods are reported in refs 19-22.All methods enable the precise determination of the target pharmaceuticals in river water and drinking water. An interlaboratory comparison exercise (ICE) between the three participating laboratories at the beginning and the end of the study confirmed the quality of the analytical methods. Groundwater and surface water samples were spiked with the selected pharmaceuticals and analyzed by all three laboratories to confirm the recoveries of the analytes in the respective matrixes. The mean recovery of the spiked concentrations always exceeded 70% through different spiking levels:0.40-0.90 íg/L in surface water and 0.030-0.20 íg/L in drinking water. The relative standard deviations between the three participating laboratories were in general below 25%. Thus, it could be shown that (i) the difference of found concentrations was minor between the threelaboratories and (ii) the spiked concentration could be detected in the groundwater and surface water accuratel.Limits of Quantification (LOQ) and Calibration.The LOQ was calculated according to the German DIN 32645 (23) with a confidence interval of 99% using the standard deviation of a linear regression curve. Calibration ranges from 0.005 to 0.050 íg/L and from 0.05 to 1 íg/L were used with at least seven concentration levels by spiking groundwater. LOQ is another term for limit of determination (LOD) mentioned in DIN 32645. Since the calculated LOQ values were always between the first and the second calibration points, the LOQ used was setas the second lowest calibration point of the linear correlation to ensure a precise quantification. Hence, the LOQ were at least 20 ng/L for diclofenac, carbamazepine, primidone, and clofibric acid and down to 50 ng/L for bezafibrate. However, with a final volume of 100 íL instead of 1 mL, LOQ down to 2 ng/L were achieved for clofibric acid, primidone, diclofenac, and carbamazepine and down to 10 ng/L for bezafibrate. The calibration was performed over the whole procedure after spiking groundwater with the standard mixture of the selected pharmaceuticals. The calculation of the concentrations in native samples was carried out using surrogate standards (see Table 2) and a linear 7-10 point calibration curve.Reference Standards.The reference standards clofibric acid, bezafibrate, carbamazepine, diclofenac,and primidone as well as the surrogate standards meclofenamic acid and 2,3-dichlorophenoxyacetic acid (2,3-D) were purchased from Sigma, Germany; dihydrocarbamazepine was purchased from Alltech, Germany. All standards were dissolved in methanol (1 mg/mL) and diluted with methanol to the final stock solution of 10 íg/mL.Treatment Processes Used in Waterworks.(a) Study of Biodegradation in Batch Experiments with Native Surface Water, Groundwater, and Different Filter Materials. Bio-degradation is one of the crucial factors that determine the elimination of organic compounds during artificial ground-water recharge and bank filtration. To assess the general biodegradability of pharmaceuticals in aquatic environmental matrixes, batch experiments were carried out according to the OECD guidelines for testing chemicals (24). The inoc-culum used consisted of 400 mL of surface water and 400 mL of groundwater mixed with 2 L of MITI basal medium. The MITI basal medium was prepared by mixing 1 L of sterile deionized water with 3 mL of sterilized solutions A-D. Solution A was a solution of 21.75 g of K2HPO4, 8.5 g of KH2PO4, 44.6 g of Na2HPO4â12H2O, and 1.7 g of NH4Cl in 1000 mL of deionized water at pH 7.2. Solutions B-D were solutions of 22.5 g of MgSO4â7H2O, 27.5 g of CaCl2, and 0.25 g of FeCl3, respectively, in 1000 mL of deionized water. The groundwater was taken from a German water catchment area with artificial groundwater recharge using slow sand filtration and bank filtration. The individual concentrations of bezafibrate, carbamazepine, clofibric acid, diclofenac, and ibuprofen were in the batch experiments adjusted to 0.1 and 100 íg/L. The batch experiments were exposed to either individual or a mixture of the selected pharmaceuticals. In stock solutions with ethanol, the concentrations of the tested pharmaceuticals were 0.5 mg/mL or 0.5 íg/mL, respectively. After being diluted (480 íL of stock solution in 2.4 L of culture solution), the concentration of ethanol in batch cultures was 0.02% (v:v). The cultures were always incubated in the dark for 28 d at 14 °C (in situ temperature). For anoxic conditions, 25 mg/L nitrate was added as an alternative electron acceptor. The bottles used were gastight. For aerobic sorption experi-ments, 400 g of sand or 400 g of gravel taken from the underground of a groundwater catchment area was used as inocculum and mixed with 2 L of MITI basal medium (solid phase/liquid phase ) 1:5). Sand that is also used for the slow sand filters of a waterworks consists of a mean grain size range of 0.2-0.6 mm. This filter material showed a moderate permeability with a K f coefficient of 4.3 10-4 m/s. The gravel (natural aquifer sediment) was very heterogeneous with a predominant fraction of 2-10 mm grain size and a K f coefficient of 2.9 10-3m/s. Sterile controls (sterilization for 1 h) were prepared to differentiate between sorption and microbial degradation. The sand contains 3.2 mg/g iron and 0.056 mg/g manganese. Coatings with iron and manganese hydroxides were detected in the gravel but were not quanti-fied.Esterase activities were measured to control the physi-ological status of microbial communities during the incuba-tion of batch cultures. The hydrolysis of fluorescein diacetate (FDA) by esterase enzymes was determined according to the procedure of Schnu¨rer andRosswall (25). A 20-íL volume of FDA solution (20 mg/10 mL acetone, stored at -18 °C) was mixed with 3 mL of sample and 0.5 mL of HEPES buffer (0.1 M N-2-hydroxyethylpiperazine -N¢-2-ethansulfonic acid so-dium salt in deionized water, adjusted to pH 7.5; Merck). After being incubated (sterile conditions, 90 min at 20 °C, darkness), the fluorescein formation was immediately mea-sured with a Perkin-Elmer fluorescence spectrometer LC (excitation at 480 nm, emission at 505 nm).(b) Flocculation.For flocculation experiments in lab-scale experiments, a noncontinual procedure, the so-called “Jar test”, was performed. Spiking concentrations, stirring velocity, and reaction times were selected according to parameters of the two waterworks monitored in parallel. The lab device used consists of glass beakers (v) 2 L) with stator, a stirrer with standardized stirrer geometry, and defined submerged stirring depths. The stirring velocity was adjusted according to the mean velocity gradient (G value), which is proportional to the introduced energy and thus to the aggregation of colloids (26). Under stirring (rpm: 400 min-1), 0.1 mL of iron(III) chloride solution (40%) was added to 1.8 L of raw water (spiked with 1 ig/L pharmaceuticals). After a stirring time of 1 min, pH 7.5 was attained by adding Ca(OH)2 (1 mol/L). Then, the aggregation to microflocs was achieved by stirring slowly for 20 min under 30 min-1. After sedimentation for 20 min, a sample was taken from under the water surface,and the turbidity was measured. These measurements showed that the turbidity was always below 1.5 turbidity units of formazine (TU/F).(c) Activated Carbon Adsorption.Adsorption Isotherms.For the determination of the adsorption isotherms, the following parameters have been used: (i) 200 mL of deionized water or groundwater spiked with initial concentrations of 100 íg/L of the pharmaceuticals under investigation, (ii) pulverized granular activated carbon based on coal, (iii) quantities of activated carbon varied to achieve a final concentration of the pharmaceuticals in the solution that is at least 2 orders of magnitudes smaller than the initial one, (iv) small portions of activated carbon (<0.2 g/L) added as suspension, (v) batches with activated carbon tumbled in250-mL flasks for 24 h, (vi) finally all samples were filtered with 0.45-ím polycarbonate filter and analyzed according to the analytical method described before. Evaluation of the isotherms was performed in double logarithmic scale ac-cording to Freundlich (27, 28). For a single compound, the Freundlich equation q ) Kc n describes the relation between the loading q of the activated carbon and the equilibrium concentration c in the solution. K and n denote the Freundlich parameters.Operation of a Granulated Activated Carbon(GAC) Ad-sorber in Pilot Scale.A pilot plexiglass filter was operated in down flow mode to investigate the removal of the selected pharmaceuticals by GAC filtration. The empty bed contact time was about 10 min with a flow velocity of 10 m/h. The filter was filled with fresh granular carbon based on coal, which is often used in drinking water facilities. The filter was operated with groundwater from a waterworks, which was before aerated and filtered to remove iron precipitations. The influent was spiked with bezafibrate, carbamazepine, diclofenac, and clofibric acid. The pilot filter was operated for nearly 9 months. In intervals of 14 d, the concentrations of the pharmaceuticals were analyzed in the filter influent, at five different heights and in the final filter effluent at a bed depth of about 160 cm. The mean influent concentrations of the pharmaceuticals were 1.8 íg/L for clofibric acid, 1.0 íg/L for carbamazepine, 0.26íg/L for bezafibrate and 0.04íg/L for diclofenac. The different spiked concentrations were due to the limited solubility of the target compounds in the feeding water.(d) Ozonation.In a lab-scale device, water was ozonated in 2-L glass bottles by bubbling ozone through the samples in order to simulate real waterworks conditions. By varying the bubbling time, definite ozone doses in the range of 0.5-3.0 mg/L were introduced into the water. The water was continuously stirred at 900 rpm min-1. After a reaction time of 20 min, the remaining ozone was quenched by adding sufficient sodium thiosulfate solution (c ) 2.2 g/L) to the sample. To determine the transferred ozone doses as a function of the bubbling time, Milli-Q water was ozonated, and the dissolved ozone was measured (external calibration of the ozone doses) according to DIN 38408 using N,N-diethyl-p-phenylendiamine (DPD) purchased from Sigma, Germany (29). The transferred ozone doses through the system into Milli-Q water was further confirmed by the indigo method (30). Flocculated water of a waterworks was spiked with the selected pharmaceuticals (dissolved in 50 íL of methanol) prior to ozonation. Afterwards the ozone was bubbled through the spiked water sample for specific times corresponding to desired ozone doses. The half-life of ozone in the post-flocculated water was approximately 12 min.Sampling Procedure.Water samples were collected in brown glass bottles that had been prewashed with successive rinses of Milli-Q water and acetone and were dried for 8 h at 250 °C. Samples were either extracted immediately or stored at 4 °C for a maximum period of 3 d.Grab samples of the waterworks were taken before and after crucial treatment processes of two German waterworks with different treatment trains. All cooled water samples (4 °C) were analyzed as soon as possible (latest after 3 d).(e) Treatment Trains of the Selected Waterworks.The following treatment processes were applied in the two waterworks selected in the current study.Waterworks I (WW-I).Pre-ozonation (ozone dose: 0.7-1.0 mg/L; contact time: ca. 3 min), flocculation with iron(III) chloride, main ozonation (ozone dose: 1.0-1.5 mg/L; contact time: ca. 10 min), multiple layer filter, and a final GAC filtration.Waterworks II (WW-II).Sedimentation, flocculation with FeCl3/CaOH2, GAC filtration, underground passage, bank filtration, and slow sand filtration.Results and DiscussionStudy of Biodegradation in Batch Experiments with Native Surface Water, Groundwater, and Filter Materials.Experi-ments with batch cultures could provide the first clues on the general potential for biodegradation of pharmaceuticals under different environmental conditions. The relative concentrations (C/C0) of the spiked pharmaceuticals in the batch experiments with surface water and groundwater were nearly constant during the whole exposure time of 28 d (Table 3). All variations of elimination rates were within the relative standard deviation (RSD), which was between 6 and 39%.Thus, it can be ruled out that significant sorption effects and biodegradation occurred in the waters and materials used under anoxic and aerobic conditions. These results suggest that the sorption properties of the selected phar-maceuticals can be expected to be low and that their persistence should be relatively high under real conditions such as slow sand filtration or subsoil passage. However, in complex habitats, the bioavailability and the sorption behavior are determined by various biotic and abiotic parameters that were not simulated in the described batch cultures. Parameters such as the species and physiological status of occurringmicroorganisms, the percentage of humic substances, percentage of iron and manganese hydroxides, pH, etc. can differ significantly according to the actual field conditions. The standardized test used according to the OECD guidelines (24), delivers comparable results for the biode-gradability of substances but cannot be transferred to all natural conditions and account for the various parameters. Therefore, on the basis of the described results, (bio)-degradation or sorption of the selected pharmaceuticals under field conditions cannot be ruled out in general, but they should be relatively low. Sorption of the selected pharmaceuticals on iron hydroxides seems to be insignificant since in the flocculation experiments with precipitated iron hydroxides no reduction of the spiked concentrations was found (see flocculation section below). Furthermore, it was observed that the established microbial activity in the test system was high enough for degradation of dissolved organic matter (DOC) and could not be inhibited by the spiked pharmaceuticals as it can be seen by the esterase activity (Figure 1).Removal after Flocculation with Iron(III) Chloride.Floc-culation in lab-scale (Jar test) with iron(III) chloride exhibited no significant elimination of the pharmaceuticals from raw water. The relative concentration levels (C/C0) after floc-culation were 96 ( 11% for diclofenac, 87 ( 10% for clofibric acid, 111 ( 15% for bezafibrate, 87 ( 12% for carbamazepine, and 110 ( 14% for primidone. Thus, c/c0 of the spiked compounds varied without exception within the RSD. The transference of these results from lab-scale to waterworks conditions was shown by a monitoring of up-scaled floc-culation processes in two waterworks (WW-I, WW-II; see section below: behavior in waterworks) yielding similar results.Activated Carbon Adsorption.Adsorption Isotherms.The assessment of the adsorption properties of single compounds onto activated carbon is often performed by recording adsorption isotherms. Freundlich adsorption isotherms with fresh activated carbon were performed for each of the four selected pharmaceuticals. The isotherms are given in Figure 2. Bezafibrate, carbamazepine, and diclofenac exhibited over the whole concentration range (0.1-100 íg/L) a higher activated carbon loading q than did clofibric acid. Hence, clofibric acid has the lowest sorption affinity on activated carbon. In addition to the selected pharmaceuticals, the isotherm of tetrachloroethene is shown in Figure 2. Tetra-chloroethene was used because its removal by adsorption onto activated carbon in full-scale treatment plants is known to be efficient (31). In a concentration range below 10 íg/L, the isotherms of the pharmaceuticals selected exhibited higher loads on carbon as compared to tetrachloroethene. Thus, it can be concluded that the four selected pharma-ceuticals can be removed efficiently under real conditions by activated carbon filtration in waterworks.Nevertheless, sorption efficiencies are always relying on the competition with other occurring organic compounds. As expected, the adsorption capacity for the pharmaceuticals is lower on activated carbon if other compounds such as natural organic substances compete for the adsorption sites. That can be underscored by a comparison of the Freundlich parameters for the adsorption with deionized water and with natural groundwater (DOC ) 2.0 mg/L; SAC at 254 nm ) 5.8 m-1) given in Table 4. The shift toward lower K values is equivalent to a lower sorption capacity. Especially for clofibric acid the slope of the isotherm (n value) is relatively high in groundwater, which can be interpreted as a low adsorption capacity in the low concentration range. On the basis of the isotherms with natural groundwater, it can be expected that the capacity reduction of activated carbon might be signifi-cant due to competitive adsorption of natural groundwater constituents. Hence, the adsorption capacity of the activated carbon in a fixed bed adsorber in waterworks is expected to be lower for pharmaceuticals than in the isotherm experi-ments performed with deionized water.GAC Filtration in Pilot Scale.In pilot-scale experiments,an activated carbon adsorber filled with activated carbon was operated according to the previous description. The breakthrough curves in different filter bed depths of about 80 cm and 160 cm (end of filter) are shown in Figures 3 and 4. These results coincide very well with the data of the isotherm tests listed in Table 4. Carbamazepine showed the highest adsorption capacity of the selected pharma-ceuticals and can be removed at a specific throughput of about 50 m3/kg in a carbon layer of 80 cm and more than 70 m3/kg in a layer of 160 cm even at a relatively high initial concentration of about 1 íg/L. Clofibric acid, with an initial concentration of about 1,8 íg/L, showed a significantly lower adsorption capacity in the isotherm test and in the pilot-scale experiment. An initial breakthrough of clofibric acid could be observed at a height of 80 and 160 cm at a specific throughput of 10 and 17 m3/kg, respectively. Although lower adsorption capacities in the isotherm test are observed for bezafibrate and diclofenac as compared to carbamazepine, both compounds were removed in a bed depth of 160 cm to a specific throughput of at least 70 m3/kg. The differences between the results obtained in isotherm and the pilot plant experiments might be influenced by the lower initial con-centrations applied in the pilot plant experiments Ozonation.For lab-scale ozonation experiments, floc-culated WW-II water was used. The DOC of the flocculated water was 1.3 mg/L, the pH was 7.8, alkalinity was 2 mmol/L, and temperature was 23°C. The initial concentration of the pharmaceuticals under investigation was 1 íg/L. The ef-ficiency of the ozonationprocess for the removal of the pharmaceuticals turned out to be very product specific. At a small ozone dose of 0.5 mg/L, the concentrations of diclofenac and carbamazepine were reduced by more than 97% while clofibric acid decreased by only 10-15% for the same ozone dose (Figure 5). Even extremely high ozone doses up to 2.5-3.0 mg/L led to a reduction of e40% for clofibric acid. Primidone and bezafibrate were reduced by 50% at ozone concentrations of about 1.0 and 1.5 mg/L, respectively. While applying 3.0 mg/L ozone, still 10% of primidone and 20% of bezafibrate remained. Because of the presence of methanol (used for dissolving the spiked pharmaceuticals), ozone was partly transformed into OH radicals. Thus, the direct ozone reaction was probably underestimated, and the oxidation efficiency under waterworks conditions should be even slightly higher than found in lab scale. Although we did no additional work to elucidate the reactivity of the selected pharmaceuticals with ozone or OH radicals, we can rational-ize these observations based on the chemical structures (Table 1). The reactivity of diclofenac and carbamazepine with ozone is expected to be very high. Rate constants k O3 > 105 M-1 s-1can be expected for deprotonated secondary aromatic amines (diclofenac) and molecules containing nonaromatic double bonds (carbamazepine) (32, 33). For diclofenac, a main oxidation product was detected with a mass spectrum showing an increase of the molecular weight of 16 amu, which is an evidence for substitution of a hydrogen by a hydroxy moiety. A hydroxylation of the secondary amino group is likely but has to be confirmed (e.g., by NMR). Because of missing active sites susceptible to ozone attack (34), reactions of ozone with clofibric acid are expected to be very slow. Thus, OH radical reactions should be predominant with k OH 5 109 M-1 s-1(35). Considering the OH radical activity taken from the prediction for clofibric acid, ozone rate constants for bezafibrate and primidone should result in the middle range (k O3 102-103 M-1 s-1). The reactivity of these pharmaceuticals with ozone can be based on their reactive mono- and disubstituted benzene rings (32). It has to be noted that in the current study only the primary target degradation was investigated, thus further research is es-sential to identify and confirm the structures of metabolites formed by ozonation and to clarify the kinetic behavior.。

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气罐
硫酸
封闭的
机构
优先预先定量
程序
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
甲醇分解
标度
同化代谢
脂质
核酸
糖原淀粉
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
在各种供养条件下丆微生物要有一个适应过程。
公认为
异化
胞内的
氧化Байду номын сангаас原
磷酸化
再生的
琥珀酸
脱氢酶
成分
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
暂时
出众的
调查研究
中间的
多磷酸盐
糖原
结果
产碱杆菌
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
驯化
示意图
胨
酵母
手工的
4h
阀门
净化
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
Edited by Foxit Reader Copyright(C) by Foxit Corporation,2005-2010 For Evaluation Only.
该文章研究了厌氧好氧与微氧好氧工艺合成PHA•C 并研究了batch合成PHA时氧浓度的影响亅同时分析了微氧好氧富集PHA菌机制丆认为微氧厌氧中的微氧段有助于微生物倾向于积累PHA而不是积累糖元

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