给排水专业毕业设计英文翻译--中英文对照 --医院建筑给水排水
给水排水专业英语翻译
《给水排水专业英语》Lesson 1specif ic yield[spə'sifik][ji:ld] 单位产水量mass curve累积曲线capita l investment投资recurring natura l event['nætʃərəl] 重现历史事件subter ranea n [sʌbtə'reiniən] 地下的ground water地下水surfac e water地表水tap [tæp]开关、龙头；在…上开空（导出液体）swampl and ['swɔmplænd] n. 沼泽地；沼泽地带capill ary [kə'piləri] n. 毛细管adj. 毛状的,毛细管的hygro- [词头] 湿（气），液体hygros copic [,haigrəu'skɔpik] adj. 易湿的，吸湿的hygros copic moistu re 吸湿水stratu m ['streitəm] n. [地质学]地层，[生物学]（组织的）层aquife r ['ækwəfə] ['ækwifə] n.含水层，地下蓄水层satura tion[,sætʃə'reiʃən] n.饱和(状态)，浸润，浸透，饱和度hydros tatic[,haidrəu'stætik] adj. 静水力学的,流体静力学的hydros tatic pressu re 静水压力watertable 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]Phreat ic surfac e [fri(:)'ætik]地下水（静止）水位，浅层地下水面Superf icial [sju:pə'fiʃəl] adj. 表面的,表观的，浅薄的Porosi ty [pɔ:'rɔsiti] n. 多孔性,有孔性,孔隙率Unconf ined ['ʌnkən'faind] adj. 无约束的，无限制的Permea bilit y [,pə:miə'biliti] n. 弥漫, 渗透, 渗透性Permea meter [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 depres sion[kəun] 下降漏斗, [水文学]下降锥体drawdo wn ['drɔ:daun] n. 水位下降(降落,消耗,减少)integrate ['intigr eit] 【数学】作积分运算；求积分observ ation well [,əbzə:'veiʃən] 观测井，观测孔extrac tion [ik'strækʃən] n. 抽出，取出，提取（法），萃取（法）deriva tion [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deplet e [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)unconf ined aquife r 潜水含水层，非承压含水层，无压含水层confin ed aquife r 自流含水层，承压含水层homoge neous [,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Aquacl ude 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sophis ticat ed [sə'fistik eitid] adj. 复杂的，需要专门技术的；诡辩的,久经世故的equili brium [,i:kwi'libriəm] n. 平衡,均衡WaterSupply（给水工程）A supply of wateris critic al to the surviv al of life, as we know it.（众所周知，水对生命的生存至关重要。
翻译原文
The influence of temperature on nutrient treatmentefficiency in stormwater biofilter systemsG.-T.Blecken*,Y.Zinger***,T.M.Muthanna**,A.Deletic***,T.D.Fletcher***and M.Viklander* *Urban Water,Department of Civil,Mining and Environmental Engineering,Lulea˚University of Technology, 97187Lulea˚,Sweden(E-mail:godecke.blecken@ltu.se;maria.viklander@ltu.se)**Norwegian Institute for Water Research,Havnegata9,7010Trondheim,Norway(E-mail:tone.muthanna@niva.no)***Department of Civil Engineering,Facility for Advancing Water Biofiltration,Monash University,Victoria 3800,Australia(E-mail:yaron.zinger@.au;Tim.Fletcher@.au;ana.deletic@.au)Abstract Nutrients can cause eutrophication of natural water bodies.Thus,urban stormwater which is an important nutrient source in urbanised areas has to be treated in order to reduce its nutrient loads.Biofilters which use soilfilter media,biofilms and plants,are a good treatment option for nutrients.This paper presents the results of a biofilter column study in cold temperatures(þ28C,þ88C,control atþ208C) which may cause special problems regarding biofilter performance.It was shown that particle-bound pollutants as TSS and a high fraction of phosphorus were reduced well without being negatively influenced by cold temperatures.Nitrogen,however,was not reduced;especially NO x was produced in the columns. This behaviour can be explained with both insufficient denitrification and high leaching from the columns. Keywords Biofilter;cold climate;nutrients;stormwater treatmentIntroductionNutrients can cause eutrophication in receiving natural water bodies(Browman et al., 1979;Pitt et al.,1999;Kim et al.,2003).Stormwater runoff is an important source of nutrients in urbanised areas(Larm,2000;Graves et al.,2004;Taylor et al.,2005),and it should therefore be treated.Stormwater biofiltration,also known as bioretention,is a novel option that might be able to treat nutrients in stormwater in order to prevent eutrophication of recipients.A biofilter consists offilter media placed in a trench or basin that is planted on the top.It has a detention storage on the top(by placement in a depression)and a drainage pipe at the bottom to collect the treated water.Stormwater is treated by mechanical,biological and chemical processes in thefilter media,but also by the plants and biofilms,that develops in the media and on the plant roots(Prince George’s County,2002;Hsieh and Davis,2005).Several studies conducted so far have shown a significant removal of phosphorus, phosphate and ammonium,but with low(and sometimes negative)removal of nitrate (Davis et al.,2001;Lloyd et al.,2001;Henderson et al.,2007).However,biofilters are still a relatively new technology and hence,only limited data of the performance of these systems are available.Particular problems could arise when implementing biofilters in regions with constant or temporary cold temperatures,due to reduced biological activity, shorter growing seasons and a smaller number of adapted plant species.However,these systems may still perform well in these instances,since adequate nutrient removal has been achieved in constructed wetlands in cold subalpine climates(Heyvaert et al.,2006). Biofilter performance in cold temperatures is the deciding factor to their successful implementation in regions with rainfall on non-frozen ground during cold periods Water Science & Technology Vol 56 No 10 pp 83–91 Q IWA Publishing 2007 83doi:10.2166/wst.2007.749(autumn,winter and spring in temperate climate;autumn,later spring and summer in cold climate).This paper presents preliminary results of a study of the performance of biofilters in relation to temperature.The aim was to determine the nutrient treatment performance of stormwater biofilters in low temperatures in order to enable an analysis of whether there is a correlation between temperature and treatment rate.Material and methods Experimental set-up Laboratory tests were conducted on 15biofilter mesocosms (‘biofilter columns’)made of PVC stormwater pipe (inner diameter:377mm,area:0.11m 2,height:900mm).A trans-parent top (height:400mm)allowed water to pond without affecting light availability for plant growth.The inside wall was sandblasted to prevent preferential flow along the wall.A drainage pipe (diameter:58mm)at the bottom discharged to a sampling outlet (Figures 1and 2).The filter media in the columns included four layers (listed from top,Figure 2):(1)sandy loam layer,400mm,medium to coarse sand with 20%topsoil in the upper 100mm,(2)sand layer,400mm,fine to medium sand,(3)transition layer,30mm,coarse sand and (4)underdrain,70mm,fine gravel with embedded drainage pipe.The columns were planted with Carex rostrata Stokes (Bottle sedge)which is wide-spread in the northern hemisphere (Anderberg and Anderberg,2006).The plant density in the columns was 8plants per column,which corresponds to a density of approximately 73plants/m 2.Before they were planted in the columns,the plants were grown for 5weeks outside to develop a substantial root system.Afterwards they were grown in the columns for two month and irrigated with tapwater.Figure 1Biofilter columns in climate roomG.-T.Bleckenetal.84In order to investigate the temperature effect on the biofilter performance,the tests were carried out in three thermostat controlled climate rooms at constant target tempera-tures of þ28C,þ88C,and þ208C (þ35.68F,þ46.48F,and þ688F,resp.).Five columns each were placed in every climate room (Figure 1).The air temperature in the climate rooms was logged at a 15minute interval using one EBI 20-T (88C)and two EBI 2T-112(28C and 208C)temperature loggers (ebro Electronic,Ingolstadt,Germany).All columns were illuminated with high pressure sodium greenhouse lamps (G-Power Agro,400W,55,000Lm)12hours daily.Experimental procedureStormwater .Since natural stormwater was not available in the required quantity and with constant water quality over the time of the experiment,nor could be stored without significant changes to its quality,semi-synthetic stormwater was used.It was made by mixing tap water with gully pot sediment to achieve the required TSS concentration,topped with certain pollutants to achieve the targeted pollutant concentrations,as outlined in Table 1(only for nutrients;heavy metals were added as well,but are not reported in this paper).A new mixture was made for every stormwater application.The water was stored at the respective temperature (28C,88C,208C,resp.)for at least 24hours before dosing the columns in order to have similar water and air temperatures.In Lulea ˚(Sweden)it rains approximately two times per week in September and October (the month with the most rain events in cold temperatures)with a total precipi-tation amount of around 110mm (SMHI,2005).This corresponds to an average of 5.4L/m 2stormwater runoff per rain event from a catchment with 85%impervious surface.It Figure 2Biofilter column configurationG.-T.Blecken et al.85was assumed that the biofilter area represents appr.4%of the catchment area (one col-umn with 0.11m 2for 2.75m 2catchment)(Wong et al.,2006).Therefore every column was dosed with 15L (5.4L/m 2·2.75m 2¼14.85L <15L)of stormwater twice weekly.Sampling .From the stormwater a sample was taken in three replicates before every stormwater application.All outflow water was collected in PE-tanks until the next dosing event,it was stored at þ28C,and a composite sample was taken from each PE-tank,i.e.15samples per each dosing.This paper reports on results of the first four weeks of stormwater dosing (i.e.eight events).Analyses .All samples were analysed for total and dissolved N,ammonium (NH þ4),nitrate/nitrite (NO x ),TSS,and pH.The dissolved samples were filtered,using Whatman ME25membrane 0.45m m pore size filters.Before analysing P and N,the samples were digested with peroxo-disulphate (according to the Swedish standard method SS 028127)and oxidised with peroxisulphate (SS 028131),resp.The analyses were conducted with a continuous micro flow analyser (QuAAtro,Bran þLuebbe,Hamburg,Germany)according to the device-specific methods no.Q-031-04for P,no.Q-003-04for N and NO x and no.Q-001-04for NH þ4.TSS was determined by filtration through Whatman GF/A 1.6m m pore size glass microfibre filters (SS-EN 872)in one replicate.pH was measured with a field pH-meter (pH330,WTW GmbH,Weilheim,Germany).Data analyses Pollutant reduction was calculated as reduction ¼(1-(out/in))·100%.Thus,production of pollutants results in a negative reduction rate.Analysis of variance (ANOVA)was used to test the influence of temperature on outflow concentrations.Furthermore,box plots were created for nitrogen species and phosphorus to compare in-and outflow concen-trations and their evolution over time.All statistical calculations and plots were computed with the software MINITAB w 15.1.Results and discussion The mean temperature in the three different rooms were 1.88C (SD:1.018C),7.48C (SD:0.358C)and 20.38C (SD:1.028C)respectively.Thus,the real temperatures were very near the target temperatures.The mean inflow and outflow pollutant concen-trations (mg/L)as well as reduction rates (%)at the three different temperatures are shown in Table 2.pH .The average pH-value of the stormwater was 6.9.The pH increased in the columns and the outflow pH at all temperatures was around 7.4.Table 1Semi-synthetic stormwater pollutants and their sourcesPollutant Targeted SourcepH6.9H 2SO 4TSS140mg/L Stormwater gully pot sediment (#400m m Phosphorus (total)0.3mg/L KH 2PO 4(potassium dihydrogen phosphate)0.32mg/L nitrate:KNO 3(potassium nitrate)Nitrogen (total) 1.4mg/L 0.24mg/L ammonium:NH 4Cl (ammonium chloride)organic nitrate:C 6H 4NO 2(nicotinic acid)G.-T.Bleckenetal.86TSS .Reduction of TSS was around 97%,and whilst the effect of temperature on this removal was statistically significant (p ¼0.001),it accounted for very little of the observed variation,and was of no practical significance (Table 3,Figure 3).Other factors are clearly influencing TSS removal,although it was high in all cases.The low difference between the columns at different temperatures is not surprising since the TSS removal is mainly a matter of mechanical filtration which itself is not influenced by temperature (unless the soil media soil freezes forming channels).Because of the high TSS removal,a high (and largely temperature independent)removal of particle bound pollutants could be expected.Phosphorus .In the stormwater inflow 85%of the total phosphorus was particle bound.The fraction was slightly different in the outflow at the different temperatures (28C:87%particle bound,88C:84%particle bound and 208C:82%particle bound).A temperature independent removal of about 80%was detected for total phosphorus (p ¼0.933,Table 3).There is a very clear decrease in the outflow concentrations and their variances over time (Figure 4).Dissolved phosphorus was also well removed by the biofilter,with no significant temperature dependence (p ¼0.285,Table 3).However,its reduction rate was slightly higher at cold temperatures.The results make sense,if we assume that physical filtration is the main mechanism for P removal,while biological activity within the soil may cause some leaching of P from media (the higher biological activity occurs at higher temperatures).This leaching is getting smaller with time as the Table 2Pollutant concentrations and removalStormwater (2)all temp.Outflow (3)28C 88C 208CpH 6.90(0.20)7.32(0.13)7.40(0.10)7.46(0.18)TSS concentration 142.7(13.9) 3.6(1.4) 5.1(1.7) 4.6(2.1)mean reduction 97.5%96.4%96.8%N total concentration 1.38(0.16) 1.38(0.29) 1.54(0.25) 4.23(0.68)mean reduction 20.5%211.6%2207.8%N dissolved concentration 1.16(0.08) 1.33(0.26) 1.31(0.15) 3.94(1.02)mean reduction 214.9%213.2%2240%NO x (1)concentration 0.24(0.01)0.72(0.26)0.89(0.13) 3.79(0.57)mean reduction 2198%2265%21461%NH 4(1)concentration 0.32(0.05)0.11(0.05)0.14(0.06)0.15(0.05)mean reduction 64.5%56.2%51.7%P total concentration 0.292(0.018)0.055(0.036)0.058(0.032)0.056(0.030)mean reduction 81.2%80.3%80.7%P dissolved concentration 0.031(0.017)0.007(0.002)0.009(0.004)0.010(0.005)mean reduction 77.5%71.5%69.3%(1)only the first 4events have been analysed (2)three replicates per event analysed (3)mean value of five replicate columns and all events.Table 3One-way ANOVA:p-value of temperature influence on outflow concentrations and R 2(adjusted)of the modelp -value R 2(adj.)TSS 0.0019.0%N total 0.00089.4%N dissolved 0.00080.4%NO x (2)0.00093.7%NH ð2Þ40.065 6.0%P total0.9330.0%P ð2Þdiss :0.285 2.1%G.-T.Blecken et al.87source is depleted,which explains the decreasing outflow concentrations with time in Figure 4.Overall however,mechanical removal of phosphorus is the most important factor and therefore overall P removal is high.Nitrogen .While the biofilters at 28C and 88C showed little or no leaching of total nitrogen,a high production (on average 2208%removal)was observed at 208C (Figure 5,Table 2).No trend over time wasobserved.Figure 3Box plot of in-and outflow TSS concentrations at the 3different temperatures and 8samplings Figure 4Box plots of in-and outflow total phosphorus concentrations at the 3different temperatures and 8samplingsG.-T.Bleckenetal.88The total nitrogen in the synthetic stormwater influent was 84%dissolved,whilst in the treated outflow water 96%,85%and 93%was at 28C,88C and 208C,respectively.The proportion of the nitrogen compounds changed during the treatment in the biofilter.NH þ4was reduced at all temperatures,whilst NO x was produced (Table 2,Figure 6).This means that nitrification in the unsaturated zone of the biofilter was occurring and there-fore NH þ4levels were decreased and NO x levels were increased.Since no denitrification was taking place due to the lack of an anoxic zone and/or a carbon source,levels of NO xFigure 5Box plots of in-and outflow total nitrogen concentrations at the 3different temperatures and 8samplingsFigure 6Box plots of in-and outflow:(a)dissolved NO x ,(b)and dissolved NH þ4concentrations at the 3different temperatures and 8samplings G.-T.Blecken et al.89However,a significant temperature effect was demonstrated for dissolved nitrogen behaviour (p ¼0.000dissolved N and NO x ,Table 3):the higher the temperature the higher the NO 3production due to increasing nitrification with increasing temperatures.More importantly,more nitrogen from the soil leached to the outflow water at higher temperatures.Unfortunately,it is not clear yet whether the leaching will stop over time as plants mature,as has been observed in similar biofilter studies (Zinger et al.,2007).The plants had only 2–3months of establishment,while in Zinger at al ’s experiments they had 5months to establish.It is known that plants (and in particular their roots)play a major role in N removal,since unvegetated biofilters are always demonstrated to leach nitrogen (Hatt et al.,2006;Lee and Schloz,2007),whilst vegetated biofilters do not (Henderson et al.,2007).Conclusion Even in cold climates,it is clear that effective removal of particle-bound pollutants (TSS and particulate phosphorus)can be achieved.This verifies the findings of other cold climate studies (Ba ¨ckstro ¨m,2002;Muthanna et al.,2007).However,the results showed poor overall removal of nitrogen from the stormwater.In particular,there was a very high production of NO x ,which was probably caused by nitrification,and limited denitrifi-cation.Such large net production of nitrogen was not expected as other studies have shown a reduction or at least only minor production of nitrogen even in biofilters without an anoxic zone (Kim et al.,2003;Scholz,2004;Zinger et al.,2007).However,it is possible that the short establishment time of the plants in the presented experiments is the main cause of this.Further research should be conducted to investigate if the removal of N will begin to improve over time.The biofilters showed the best performance for nitrogen (i.e.the lowest production)at the coldest temperatures.A key area of subsequent research is therefore to determine if the addition of an anoxic zone with added carbon source,which has been shown to improve denitrification in biofilters (Kim et al.,2003;Zinger et al.,2007),would remain effective,even in cold temperatures.References Anderberg,A.-L.and Anderberg,A.(2006).Den virtuella floran:Naturhistoriska Riksmuseet.http://linnaeus.nrm.se/flora/(accessed 08October 2007).Browman,M.G.,Harris,R.F.,Ryden,J.C.and Syers,J.K.(1979).Phosphorus loading from urban stormwater runoff as a factor in lake eutrophication -Theoretical considerations and qualitative aspects.J.Environ.Qual.,8(4),561–566.Ba ¨ckstro ¨m,M.(2002).Grassed Swales for Urban Drainage .Doctoral Thesis 2002:06,Division of Sanitary Engineering,Lulea ˚University of Technology,Lulea ˚,Sweden.Davis,A.P.,Shokouhian,M.,Sharma,H.and Minami,C.(2001).Laboratory study of biological retention for urban stormwater management .Water Environ.Res.,73(1),5–14.Graves,G.A.,Wan,Y.and Fike,D.L.(2004).Water quality characteristics of storm water from major land uses in south Florida .J.Am.Water Resour.Assoc.,40(6),1405–1418.Hatt,B.E.,Siriwardene,N.,Deletic,A.and Fletcher,T.D.(2006).Filter media for stormwater treatment and recycling:the influence of hydraulic properties of flow on pollutant removal .Water Sci.Technol.,54(6–7),263–271.Henderson,C.,Greenway,M.and Phillips,I.(2007).Removal of dissolved nitrogen,phosphorus and carbon from stormwater by biofiltration mesocosms .Water Sci.Technol.,55(4),183–191.Heyvaert,A.C.,Reuter,J.E.and Goldman,C.R.(2006).Subalpine,cold climate,stormwater treatment with a constructed surface flow wetland .J.Am.Water Resour.Assoc.,42(1),45–54.Hsieh,C.-H.and Davis,A.P.(2005).Multiple-event study of bioretention for treatment of urban storm water runoff.Water Sci.Technol.,51(3–4),177–181.G.-T.Blecken et al.90Kim,H.,Seagren,E.A.and Davis,A.P.(2003).Engineered bioretention for removal of nitrate from stormwater runoff.Water Environ.Res.,75(4),355–367.Larm,T.(2000).Stormwater quantity and quality in a multiple pond-wetland system:Flemingsbergsviken case study.Ecol.Eng.,15(1–2),57.Lee,B.-H.and Scholz,M.(2007).What is the role of Phragmites australis in experimental constructed wetlandfilters treating urban runoff?Ecol.Eng.,29(1),87–95.Lloyd,S.,Fletcher,T.D.,Wong,T.H.F.and Wootton,R.M.(2001).Assessment of pollutant removalperformance in a bio-filtration system-preliminary results.Paper presented at the Second South Pacific Stormwater Conference,New Zealand.Muthanna,T.M.,Viklander,M.,Blecken,G.-T.and Thorolfsson,S.T.(2007).Snowmelt pollutant removal in bioretention areas.Water Res.,41(18),4061–4072.Pitt,R.,Clark,S.and Field,R.(1999).Groundwater contamination potential from stormwater infiltration practices.Urban Water,1(3),217.Prince George’s County(2002).Bioretention Manual.Lead Author:D.A.Winogradoff.Department of Environmental Resources,Programs&Planning Division,Prince George’s County,Maryland,USA. Scholz,M.(2004).Treatment of gully pot effluent containing nickel and copper with constructed wetlands ina cold climate.J.Chem.Technol.Biotechnol.,79,153–162.SMHI.Swedish Meteorological and Hydrological Institute(2005).Klimatkarta Uppma¨tt nederbo¨rd 1961–1990,ma˚nadsvis.(In Swedish).Taylor,G.D.,Fletcher,T.D.,Wong,T.H.F.,Breen,P.F.and Duncan,H.P.(2005).Nitrogen composition in urban runoff–implications for stormwater management.Water Res.,39(10),1982.Wong,T.H.F.,Fletcher,T.D.,Duncan,H.P.and Jenkins,G.A.(2006).Modelling urban stormwater treatment–A unified approach.Ecol.Eng.,27(1),58.Zinger,Y.,Fletcher,T.D.,Deletic,A.,Bleckenr,G.-T.and Viklande,M.(2007).Optimisation of the Nitrogen Retention Capacity of Stormwater Biofiltration Systems.Paper presented at the NOVATECH 2007,Lyon,France.G.-T. Blecken et al.91。
给排水工程屋顶排水中英文对照外文翻译文献
中英文对照外文翻译(文档含英文原文和中文翻译)Short and Long Term Advantage roof drainage design performance Decade has witnessed great changes in the design of the roof drainage system recently, particularly, siphon rainwater drainage system has been gradually improved, and there is likely to be the key application. At the same time these changes, urban drainage system design has undergone tremendous changes, because the scope of a wider urban drainage system design for sustainable development, as well as people for climate change flooding more attention. The main contents of this article is how to design roof drainage systems and make a good performance. Special attention is how to get rid of bad habits already formed the design, but also need to consider innovative roof drainage system, such as green roofs and rainwater harvesting systems.Practical application: In the past few years, the design of the roof rainwater drainage system has undergone tremendous changes. On large buildings, siphon rainwater drainage technology has been very common, as well as green roofs because it is conducive to green development, being more and more applications. Taking into account the ongoing research, this article focuses on how to effectively design a variety of roof rainwater drainage system, and make it achieve the desired design effect.1. IntroductionIn the past decade, the city and the water drainage system design has been widely accepted thinking about sustainable urban drainage system, or the optimal management direction. The main principles of the design of these systems is both a local level in line with the quality of development, but also to create some economic benefits for the investors. This principle has led to the development of new changes in the sump. Although the application of such a device isgradually reduced, but the urban environment relatively high demand areas still require 100% waterproof and rapid drainage, such as the roof. Typically roof drainage system in the design, construction and maintenance has not been given due attention. Although the drainage system investment costs account for only a small portion of the total construction investment, but not able to judge the loss caused by poor design.There are two different forms of roof drainage system design methods, namely the traditional and siphon method. Traditional systems rely on atmospheric pressure work, the drive ram affected sink flow depth. Therefore, the conventional roof drainage systems require a relatively large diameter vertical drop tube, prior to discharge, all devices must be connected to the groundwater collection pipe network. In contrast, siphonic roof drainage pipe systems are generally designed to full flow (turbulent flow means that require less exhaust pipe), which will form a negative pressure, the larger the higher flow rate and pressure head. Typically siphon system requires less down pipe work under negative pressure to the water distribution network can mean higher altitude work, thereby reducing the amount of underground pipe network.Both systems consists of three parts: the roof, rainwater collection pipes, pipe network.All of these elements are able to change the water pressure distribution system. This section focuses on the role and performance of each part. Due to the principle of siphon system has not been well understood, resulting argument is relatively small, this article will highlight siphon system.2. RoofThe roof is usually designed by the architect, designer and not by the drainage design. There are three main roof.2.1 Flat roofFlat roofs are used in industrial buildings less rainfall regions and countries. This roof is not completely flat, but lower than the minimum roof slope may require. For example, the United Kingdom require maximum slope of 10 °. Setting minimum slope in order to avoid any unnecessary water.Despite the flat roof if it is not properly maintained will have more problems, but it will reduce the dead zone within the building, and the ratio of sloping roofs in favor of indoor air.2.2 sloping roofsMost residential and commercial buildings are pitched roof, inclined roof is the biggest advantage can quickly drain, thereby reducing leakage. In temperate regions, we need to consider carrying roof snow load. Once it rains, rainfall through the sloping roofs can be determined by calculation. When rainfall data can be used, you can use the kinematic theory to solve such problems.2.3 green roof (flat or inclined)It can prove roof is the oldest green roofs, including rainfall can reduce or disperse roof planted with plants. It can be planted with trees and shrubs roof garden, it can also be a vegetated roof light carpet. Wherein the latter technique has been widely used. Some of these applications tend to focus on aesthetic requirements and are often used in green development. Since the aesthetic requirements and pressure requirements, as well as green roofs thermal insulation function, reduce the heat island effect, silencer effect, extend the life of the roof.Green roofs in Germany, the most widely used, followed in North America, but to consider the impact on the aesthetics. Germany is by far the most experienced countries in the 19th centuryhave practical application, then as an alternative to reduce the risk of fire tar roof an option in urban areas. Germany is currently the main research question on the cultivation of other issues to consider smaller cities. A study from 1987 to 1989, was found packed with 70 mm thick green roof can be reduced by 60% -80% of heat loss. In a Canadian work computer model based on the roof indicates that as long as the sump, the area can reach 70% of the roof area can be reduced by 60 percent in one year, the same model was also used for artificial rainfall, which the results indicate that rainfall in the catchment season helps to drain away rainwater.However, none of these studies show that green roofs can play a useful role in the rainfall season, or how high collection efficiency of water supply. The United States did some tests, as long as the green roofs regular watering, can reduce 65 percent of the runoff in a rainfall. America's most authoritative green roof guidelines by the New Jersey state environmental agencies promulgated. The main principle is to solve the structural problems of light, and how can the normal drainage after two years.Rainfall period is based on the probability of failure is determined. The system is typically based on rainfall during rainstorms two minutes, two minutes, have a choice. Although this model will get more traffic, but there is no other better alternative. Studies have shown that the traditional model is applied to study green roofs are premature.Loss factor than traditional roof records should be small, about 98.7%.Peak flow will be reduced, although not penetrate, the surface roughness but also have a significant impact.Concentrated rainfall than two minutes for a long time, especially for large roof areas, such as public buildings, commercial buildings, industrial buildings.Urban drainage design should also consider other factors, for a complex system, a green roof in a rain is not enough. Water flow duration curve shows a longer than traditional systems. And two independent and will affect between is possible, which requires a more precise time period. 3. Rainwater CollectorBasic requirements rainwater collector is designed to be able to accommodate rainfall rainstorms. Although it is possible to make a slightly inclined roof drainage purposes, but the nature of the construction industry and building settlement will become flat roof Typically, the tank is placed in a horizontal, sectional view of the water is outwardly inclined, which the role of hydrostatic.3.1 drain outletAnalyzing rainwater collector has sufficient volume is the key to the sump outlet external setting conditions. Also affect the flow rate into the storm water drainage system piping, but also affect the depth of the water catchment. Although the depth of the sump will not bring any particular problems, but too deep can cause excessive sump.Numerous studies in the 1980s showed that the flow of conventional roof drainage system outlet can be divided into two cases. It depends on the size of the depth and size of the outlet. When the water depth is less than half the diameter of the outlet, the flow of the first type, and the outlet of the flow can be calculated by an appropriate equation; water depth increases, exports are slowly clogging the flow will become another form forms, at the same time, the flow of exports can be obtained through other equations. While conventional roof drainage systems are designed to be free-draining, but may cause limitations encountered in the design of the flow is not free. In this case, it will require additional depth.Siphon roof drainage systems, the outlet is designed to be submerged stream. In this case, the depth of the outlet of the decision is more complicated, because the design of the sump depends on the flow. Recent studies have shown that conventional roof drainage systems use a variety of non-standard catchment, their depth and height, bigger than the diameter of the outlet. This will eventually result in a siphon effect. For a given catchment, the flow depends on the starting end of the drop tube diameter. A similar phenomenon has also been used to study the standard catchment, in these circumstances, only limited siphon action occurs within relatively close distance from the exit.3.2 tank flow classificationIn the complex flow sump outlet flow classification, can be seen from Table 2a, the flow will be uniform layering, regardless of whether the same inlet flow. Table 2b and 2c show, export distribution will greatly influence the flow.When the outlet is not a free jet, sump outlet complex flow classification is difficult to describe. Because each catchment tank pressures are likely to be merged. For example, the siphon tube system design point is at near full jet outlet flow classification depends on the energy loss of each branch.3.3 hydrostatic sectionalSump shape of the water surface in the canal can be classified according to the flow equation. In most cases, a low flow rate means that there is less friction loss, if exports are free jet, the friction loss is negligible cross-section through the hydrostatic equation 1 to determine the horizontal distance.Where Q-- flow (m3 / s)T- surface width (m)g- acceleration of gravity (m / s2)F- flow area (m2)Equation 1 can not be ignored when the friction required to correct (or very long pipe velocity is large), or not a free jet.3.4 The current design methodsThe previous discussion has highlighted the main factors that should be considered with sink design. However, without the help of a certain number of models, computing hydrostatic sectional roof drainage system, the volume of the sump is possible. This large commercial and manufacturing industry, is a development opportunity, you can merge several kilometers of water routes. Thus, the conventional drainage system sump design methods are mainly based on experience, and assume that exports are free jet.Sump location in the building, it may cause the example to fail.Different interface sumpExcept in the case cited above, but also allows designers to use empirical data.3.5 Digital ModelLarge number of digital models can be used to accurately describe the flow of any form of catchment tank, regardless of whether the roof flows stable. An example of this model is a combination of roof space model. This model enables users to classify different aspects of the data indicated, includes: details of the rains, the roof surface drainage and other details. Kinematics have also been used to study rainwater tank to flow from the research collection. A typical method is based on open system to solve a basic problem of spatial mobility. This model automaticallyresolve the sump outlet flow situation, but also to deal with the case of free jet can also be simulated space limited mobility and submerged discharge. Output values include depth and flow rate.Currently, the model is essentially just a variety of research tools, but also through practical engineering test. However, we should face up to the various role models.4 pipe systems groupComposition in the form and scope of the tube group determines the roof drainage system relies mainly on the traditional system or siphon action.4.1 Traditional stormwater systemsConventional roof drainage systems, the ground plane is generally vertical pipe-line network, connected to the sump outlet and underground drainage systems, critical systems as well as compensating tube. It should be emphasized that the angle between the ground and the compensating tube is less than 10 °. Capacity of the entire system relies mainly on the outlet tube instead of down.Flow vertical tube is usually free-flowing, full of only 33%, the efficiency depends on the excess length of the tube. If the drop tube long enough (typically greater than 5m), there may be an annular flow. Similarly, under normal circumstances flow compensation pipe is free-flowing, full of up to 70%. Such designed process both for the design, various equations can also be used.4.2 Siphon roof drainage systemIn contrast with the traditional drainage systems, Siphon roof drainage system relies on air flow outside the system, and the tube is full pipe flow stream.The designs are usually made on the assumption that the design of heavy rain, the system can quickly siphon discharge rainwater. This assumption allows the application of hydrostatic siphon system theory. Often used steady flow energy equation. While this approach ignores the small amount of energy loss at the entrance, but after the experiment showed that there are still conducive to practical use.However, steady-state design methods in the siphon system is exposed to rain when the system does not meet the standard requirements or changes in rainfall intensity is large is not applied. In the first case, there will be some mixing of air quality, annular flow occurs. These problems are not integrated in the system when more serious. Because usually designed rains are common, it is clear now design methodology over time may not apply to siphon system. This is a major disadvantage, because the design of the main problem is the noise and vibration problems.Despite the disadvantages of the prior design approach, but a lot of the world's very few engineering failure reports. When a failure occurs, most likely for the following reasons: An incorrect understanding of the operation pointsSubstandard materials listInstallation defectsMaintenance mismanagementTo overcome these disadvantages, we have recently launched a series of research projects, to discuss the siphon system, and the development of digital models. From this work we learn a lot. In contrast with conventional design methods of some assumptions, siphon system mainly has the following aspects:1) non-flow system of full flow2) levels of certain pipe-flowing full pipe flow3) full pipe flow downstream propagation through a vertical pipe, riser, etc.4) the inner tube flow occurs over the vertical section, the system to reduce the pressure5) downward tube is full pipe flow, there will be air lock6) appears completely siphon action until well into the air system is lower than a certain levelTable 4a column data indicate that below the design point, the system will siphon unstable flow, depth of the water collecting tank is insufficient to maintain the siphon action. Table 4b show that the unsteady flow in siphon system when it will appear.Table 5 lists the data output of a digital model. It can be seen that the model can accurately describe the siphon action, siphon and steady state, the data also show that the model can accurately describe the complex siphon action.5 ConclusionThis article has illustrated the critical roof drainage systems, but these are often overlooked in the urban drainage system design. This article also shows that the design process is a complex process, rely mainly on the performance of exports. The following conclusions are based on the design summed up:1) Run depend on three interacting parts: the roof, sump, water pipes2) Green roofs can reduce traffic and beautify the city3) the export performance of the system is essential4) siphon drainage system have a greater advantage in large-scale projects, but must be considered high maintenance costs5) Design siphon drainage system should consider additional capacity and operational issuesAlthough the green roof is a more attractive option, but the traditional roof of a building in the country will continue to dominate. Green roofs will be gradually developed, and gradually been widely accepted. Similarly, the roof drainage system shown effective that it will continue to play a huge role in the commercial building drainage systems.Roof drainage system of the greatest threats from climate change, existing systems tend to be not simply aging; rainfall patterns of change will result in inefficient operation, self-cleaning rate will be reduced. Changes in wind speed and the roof will also accelerate the aging of the roof, it is necessary to carry out maintenance. Taking into account the climate change, the increase in materials, roof collected rainwater will be more extensive. Currently, the amount of rain around the globe per person per day 7-300 liters in the UK, with an average consumption of 145L / h / d, of which only about one liter is used by people, about 30 per cent of the toilet, study shows If water shortage, rainwater collected on the roof of developed and developing countries are recommended approach.屋顶排水设计性能的近期与远期优势最近十年见证了屋顶排水系统设计方面的巨大变化，特别的是，虹吸雨水排水系统已经得到逐步改善，并且有可能得到重点应用。
给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 of overburden 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。
建筑给水排水基本术语中英对照翻译
建筑给水排水基本术语中英对照翻译建筑给水排水基本术语中英对照翻译中德工程建筑设施智能技术093132 张伟）1、给水工程water supply engineering 原水取集和处理以及成品水输配工程。
2、排水工程sewerage ,wastewater engineering 收集、输送、处理和处置废水工程。
3、给水系统water supply system 给水取水、输水、水质处理和配水等设施以一定方式组合成总体。
4、排水系统sewerage system 排水收集、输送、水质处理和排放等设施以一定方式组合成总体。
5、给水水源water source 给水工程所取用原水水体。
6、原水raw water 由水源地取来原料水。
7、地表水surface water 存在于地壳表面，暴露于大气水。
8、地下水ground water 存在于地壳岩石裂缝或土壤空隙中水。
9、苦咸水（碱性水） brackish water ,alkaline water 碱度大于硬度水，并含大量中性盐，PH 值大于7。
10、淡水fresh water 含盐量小于500mg/L 水。
11、冷却水cooling water 用以降低被冷却对象温度水。
12、废水wastewater 居民活动过程中排出水及径流雨水总称。
它包括生活污水、工业废水和初雨径流以及流入排水管渠其它水。
13、污水sewage ,wastewater 受一定污染来自生活和生产排出水。
14、用水量water consumption 用水对象实际使用水量。
15、污水量wastewater flow ,sewage flow 排水对象排入污水系统水量。
16、用水定额water flow norm 对不同排水对象，在一定时期内制订相对合理单位排水量数值。
17、排水定额wastewater flow norm 对不同排水对象，在一定时期内制订相对合理单位排水量数值。
建筑给排水文献毕设翻译
英文翻译院（系）环境与市政工程专业班级给水排水工程1001班姓名李倩昱学号100320115指导教师王俊萍2014年 04月 18日The effect of rainwater storage tanks on design stormsFrom Urban WaterG. Vaes *, J. Berlamont AbstractThe effect of source control measures on the design of combined sewer systems can in most cases only be correctly assessed using the intrinsic temporal rainfall variability, because long antecedent periods can have an important influence. A conceptual model was built to assess the effect of rainwater tanks on the rainfall runoff using long term historical rainfall series. The outflow of the rainwater tank model is converted to equivalent rainfall series. Based on intensity/duration /frequency-relationships (IDF-relationships) for this equivalent flattened rainfall, modified design storms are developed. ○C2001 Elsevier Science Ltd. All rights reserved.Keywords: Design storm; Intensity/duration/frequency-relationships; Rainwater;Source control; Storage tanks1. IntroductionThe driving force behind the behaviour of many hydraulic structures and systems is the rainfall input. In order to simplify design calculations and limit simulation time, representative single storm events are often used. In Flanders, standard design storms are used for the design of combined sewer systems, based on intensity/duration/frequency-relationships (IDF-relationships) (Vaes, 1999). These design storms are called `composite' storms (Fig. 1), because for one return period all storm durations are included in one storm [comparable with the well-known Chicago-storms (Keifer & Chu, 1957)].However, the variability of the rainfall is high. A comparison between the simulation results (flow, water depth, etc. in hydrologic/hydraulic systems) obtained with continuous simulations and simulations with design storms indicate that significant differences may be found for the probability of an event when the intrinsic variability of the rainfall is neglected (Dahl, Harremoes, & Jacobsen, 1996; Vaes, 1999). The differences will be small for systems, which behave linearly, because the immediate rainfall determines the peak flow and maximum water levels. When the systems behaves more as `capacitive' systems (i.e., where the storage becomes an important parameter), the differences will be larger. A capacitive system has a `memory' that is influenced by the antecedent rainfall. Often combined sewer systems have an emptying time, which tends towards 12 h. For source control structures, the emptying time is even larger (weeks or months). If a severe storm occurs within a short period after an earlier storm, the antecedent rainfall may still occupy a large amount of the storage capacity in the combined sewer system or retention structure. The larger the influence of the memory is, the larger the intrinsic variability of the rainfall will influence the simulation results. For example, for a combined sewer system in a flat region with one pump at the downstream end, the throughflow is almost independent of the storage volume. The stored volume in the system is therefore mainly dependent on the inflow. This is also the case for infiltration structures, where the infiltration capacity is only slightly determined bythe storage in the structure and the remaining storage capacity in the structure is therefore mainly a function of the input history.More and more `capacitive' systems have been built in the last years and will still be built in future. Large storage volumes are necessary to retain the rainfall and to attenuate the flow. These storage volumes can be built in the sewer system (on-line storage) or at the combined sewer overflow (off-line storage). However, more and more attention is now going to `source control'. This means that storage is provided in rainwater tanks, infiltration trenches, etc. upstream of the drainage system. For these source control implementations the influencing antecedent rainfall period is even larger than for storage in the combined sewer system. It has been found that source control requires larger storage volumes (relative to the contributing area) than for down-stream storage (Vaes & Berlamont, 1998, 1999); as well found by Herrmann and Schmida (1999). Due to the longer emptying times for upstream storage, the available storage for retention is much smaller. This all amplifies the need to take into account the intrinsic variability of the rainfall for specific design calculations.2. Effect of retention facilities on downstream drainage systemsThe effect of source control on the design of combined sewer systems can in most cases only be correctly assessed using the intrinsic temporal variability, because long antecedent periods can have an important influence. When storage is built in upstream of the combined sewer system (i.e., before the rainwater enters into the sewer pipes), the rainfall input used to simulate the runoff to the sewer system can be preprocessed in order to take into account the effect of the upstream storage.These local source control implementations are easy to model with a simple reservoir model, which can handle continuous long term simulations in a very short computation time. This preprocessed rainfall can then be used to design the downstream drainage systems. This approach can for example be used for rainwater tanks and infiltration trenches. For rainwater tanks the antecedent rainfall up to one month before may have an effect.With the same simple models the optimal design parameters for rainwater tanks can be determined (e.g.,Herrmann& Schmida,1999; Mikkelsen, Adeler, Albrechtsen, & Henze, 1999), which has led to a design graph for rainwater tanks in Flanders asshown in Fig. 2 (Vaes & Berlamont, 1998, 1999). Furthermore, using simple models for the upstream retention structure as well as for the sewer system (Vaes, 1999), the impact of the upstream retention on the combined sewer overflows can be investigated (Herrmann & Schmida, 1999; Vaes,1999; Vaes & Berlamont, 1998, 1999).3. MethodologyTo incorporate the effect of rainwater tanks on the sewer system design, a model was built to assess the effect of a rainwater tank on the historical rainfall series and to incorporate this effect into a modified composite storm.For this, a simple reservoir model is used with a constant outflow equal to the mean rainwater use in the household (Fig. 3). The fraction α of the rainfall that falls on the roof will flow to the rainwater tank. The rest of the rainfall (1-α) that falls on the other impervious areas is drained directly to the combined sewer system. A small rainwater reuse discharge is slowly emptying the rainwater tank as long as there is water available in the tank. This rainwater will flow to the combined sewer system after it has been used. If the tank is full, all the extra water will flow to the combined sewer system.In Fig. 4 an overview of the implemented methodology is shown. The outflowof the rainwater tank model is converted to equivalent rainfall. A reduction coefficient is determined as the ratio of the IDF-relationship for this equivalent flattened rainfall over the corresponding IDF-relationship for the original rainfall series. The original composite storms are corrected with this reduction coefficient, which is (approximately) a linear function of the storm duration. The reason for the use of a reduction coefficient on the original composite storm is that a more elaborate extreme value analysis was performed to create these original composite storms.4. Extreme value estimationAs the rainfall data have a large intrinsic variability, certainly for high return periods, a specific regression is needed, corresponding to the extreme value estimation for the original IDF-relationships. However, the rain-water tank appears to change the type of the extreme value distribution. The very extreme rainfall events are rarely affected by the storage in the rainwater tanks and thus still fit to the original exponential distribution (Willems, 1998). The more frequent rainfall events are affected more by the smoothing caused by the storage in the rainwater tank and evolve to another exponential distribution. The resulting distribution thus containstwo exponential distributions, which gradually fade into each other. This compound exponential distribution can be approximated by a Pareto distribution, at least for interpolation purpose as in this case. A Pareto distribution has a more heavy tail, which means that there is a larger probability for the extreme events. This Pareto distribution leads to a linear relationship between rain-fall intensity i and return period T in a double logarithmic co-ordinate system (a1 and a2are regression constants):log i =a1+a2 log T.The influence of this smoothing is more pronounced for small storm durations and for rainwater tanks with a large retention function. Depending on which regression will give the best correlation, the exponential distribution will be kept or the Pareto distribution will be used. The application of a simple regression will be sufficient in this case, because no extrapolation will be made for return periods higher than the total length of the original rainfall series. In the end, a linear regression will be used on the reduction coefficients as a function of the storm duration, to obtain a monotonous modified composite storm.5. Practical applicationAs many parameters are involved, this methodology has been implemented in a software program, which was called `Rewaput' (`REgenWAterPUT' is the Dutch word for `rainwater storage tank'). The same methodology can be used to incorporate the effect of rainfall runoff models or upstream infiltration trenches into the designstorms. As more and more source control is applied, this approach will certainly lead to better rainfall input for design calculations in the future.Infiltration and retention facilities often behave non-linearly, because the outflow is often very strictly limited. Continuous long term simulations are thus necessary. The implementation of a simple conceptual model for the upstream retention facilities is simple and the simulation of long time series in this conceptual model does not require long calculation times. In this model 27 years of rainfall is incorporated, which is the same series of rainfall that has been used to determine the Flemish composite design storms (period 1967-1993). One set of parameters for the Rewaput model requires only about five seconds of calculation time on a Pentium III 733 MHz computer. If the parameters vary over a specific catchment, the parameter distributions can be discretised and several sets of parameters can be taken into account. In this case the discretisation step, the deviation on the parameters and the number of varying parameters determine the number of calculations, which have to be performed. In the model Rewaput, a triangular distribution is implemented to approximate the stochastic character of the storage volume and the water consumption (i.e., variation over a catchment) (Fig. 5). For each variation within this triangular distribution the effect is multiplied by the weight corresponding to the parameter distribution in order to calculate the global effect. Using two stochastic parameters the calculation time quadratically increases. To reduce the calculation time the discretisation step has to be chosen taking into account the deviation on the parameters.6. ResultsAlthough the storage in rainwater tanks and infiltration facilities is not always completely available during severe rainfall (i.e. because the facility is already filled with the antecedent rainfall), this kind of upstream retention facility still can have a large influence on the rainfall runoff to the sewer system. It has been shown that well-designed rainwater tanks can even significantly reduce the peak flow in sewer systems, if they are installed on a sufficiently large scale. In Fig. 6, an example is shown of what the possible effect of rainwater tanks on a design storm can be. In this case, it is assumed that rainwater tanks of 5000 l per 100 m2 roof area are built for 30% of the total impervious area and that 100 l per day and per 100 m2roof arearainwater is consumed. This almost reduces the peak of the composite storm for 5 years to the value of the composite storm for 1 year. It is impossible to predict this effect using a single storm design approach.7. ConclusionsThis methodology shows the large impact of source control facilities on design rainfall for the downstream drainage systems. Furthermore, it shows that it is important to incorporate the real variability of the rainfall in order to obtain an accurate estimation of the effect of upstream retention. In order to limit the calculation times this can be successfully applied using simple models.This methodology can also be used to incorporate the effect of a non-linear surface runoff model or to simulate the effect of infiltration facilities, even when they are influenced by the ground water table. Currently, in Flanders, for sewer system design a fixed runoff coefficient of 0.8 is used for the impervious area. When (long term) measurements are available, a more realistic runoff model (i.e., a more capacitive (depression storage based) runoff model) can be calibrated. This can then be included in the design calculations by routing long rainfall series through the simple conceptual runoff model and incorporate the effect in the design storms. The same is valid for infiltration facilities and runoff from pervious areas. Simple conceptual models can be used to reshape the design storms, so that simple design storms are obtained without neglecting the effect of the rainfall variability on theupstream retention facilities.AcknowledgementsThe authors are grateful to the Belgian Royal Meteorological Institute that made the rainfall series available in digitised form for research purposes and to the Flemish water company Aquafin for their support to this research.References[1] Herrmann, T., & Schmida, U. (1999). Rainwater utilisation in Germany:efficiency, dimensioning, hydraulic and environmental aspects. Urban Water, 1(4), 307-316.[2] Keifer, C. J., & Chu, H. H. (1957). Synthetic storm pattern for drainage design.Journal of Hydraulic Div., 83(4).[3] Mikkelsen, P. S., Adeler, O. F., Albrechtsen, H.-J., & Henze, M. (1999).Collected rainfall as a water source in Danish households -what is the potential and what are the costs? Water Science Technology, 39(5), 49-56.[4] Vaes, G. (1999). The influence of rainfall and model simplification on the designof combined sewer systems. Ph.D thesis. University of Leuven, Belgium.[5] Vaes, G., & Berlamont, J. (1998). Optimization of the reuse of rainwater. InProceedings of the international WIMEK congress on options for closed water systems, Wageningen, Netherlands.[6] Vaes, G., & Berlamont, J. (1999). The impact of rainwater reuse on CSOemissions. Water Science Technology, 39(5), 57-64.[7] Willems, P. (1998). Hydrological applications of extreme value analysis. InInternational conference on hydrology in a changing environment, Exeter, UK.雨水储存槽对暴雨设计的影响选自《城镇水网》作者：乔.沃思；简.伯夏娜摘要在大多数情况下设计联合排水系统，水量控制影响能正确评估天然的暂时性降雨，因为长时间的前期降雨会产生极大的影响，建立一个概念性的模型能够评估雨水储存槽系统能在长期历史降水时期的降雨量，雨水槽系统模型将水流量变为平均流出量。
中英文对照的建筑给排水设计说明
中英文对照的建筑给排水设计说明MECHANICAL PRELIMINARY DESIGN REPORTSTADIUM1.给排水设计饮用水和污水1.Sanitary DesignWater and sewage water.设计基础- 甲方提供的设计任务书和市政管网综合图- 建筑专业提供的条件图- 国家现行的设计规范及有关规定设计简章.Design basesDesign Brief and Municipal integrated network drawing offered by the client. Condition drawings from architectural discipline.Current national design codes and related stipulations2. 给水系统通过一根DN200的进水管将水引入.水表安装在进水管上,离红线1米处.供水管在红线内连成环路管网,并接到供应楼的消防水池和给排水水池.由环路管网向必需的室外消火栓和绿化带的喷淋器供水.2. Water supply systemFor water supply of this project, DN200 water intake pipes are led in. Water meters are installed on the intake pipes 1.0 m away from the red line. The water supply pipes are connected into loop networks in the red line and then led to the fire pool and sanitary water pool in the supply buildings respectively. Necessary number of outdoor hydrants and sprinklers for green area will be provided on the loop networks. 设计范围包括红线内的饮用水,污水,雨水,建筑消防.Design scopeDesign scope of this project includes water, sewage water, rainwater, fire-protection in the building, and water and sewage water within the red line. 给排水水池与消防水池分开,容量为100m3 .体操馆供水管埋地敷设.Sanitary water pool is separated from fire water pool, volume of sanitary water pool is 100m3. Water supply pipes for the stadium will be laid in the earth.3.用水量标准- 体育馆: 15升/顾客·日 K=2.0- 宾馆: 150升/人·日 K=2.0- 餐厅: 50升/顾客·日 K=2.0- 工作人员: 25升/人·日 K=2.0- 地面冲洗用水: 3升/m2日- 冷却塔补水量:按用水量的2%计- 未预见水量: 按日用水量20%计- 消防用水:消火栓:室内40升/秒,室外30升/秒,火灾延续时间为3小时;自动喷洒按22升/秒,火灾延续时间为1小时卷帘水幕用水0.5升/秒·米,火灾延续时间为3小时;Water consumption standard- Stadium: 15L/visitor·day K=2.0- Hotel: 150L/visitor·day K=2.0- Restaurant: 50L/customer·day K=2.0- Staff 25L/perso n·day K=2.0- Floor cleaning: 3L/m2·dayMake-up water for cooling tower: 2% of theactual cold water consumption.Unforeseen water consumption: 20% of the dailywater consumption.Water for fire protectionHydrant: 40L/s indoor, 30L/s outdoor, fireduration time is 3h;Sprinkler: 22L/s, fire duration time is 1h;Drencher for rolling shutter: 0.5L/s·m, fire duration time is 3h;在适当的位置设置饮用水机,在主进口为残障人设置两个饮用水机.为此饮用水系统安装循环泵.机房设在地下室的水除了机房.当饮用水机不被使用时,应排空,以免水质腐败.在客房和餐厅内设置电热水器,同时亦为热水供应设置循环泵.在更衣间旁设置电热水器,为淋浴和洗盥供应热水.为楼板清洁安装一定数量的水龙头.Some suitable places are supplied with portable water drinking units, two drinking units for disable people are provided at main entrances, for this portable water system, circulating pumps are adopted, the equipment room is located in water treatment center in the basement. When there is no use, portable water will be drained completely to avoid deterioration.Electric water heaters are installed in guest rooms and restaurant, also hot watercirculating pumps will be provided for supplying hot water.Electric water heaters are installed near the changing and clothing rooms for supplying hot water for shower and washing.Certain number of water taps are installed for floor-cleaning.4.用水量最大日用水量:2.200m3/日最大时用水量:220m3/时Water consumption demandMaximum daily water consumption: 2.200m3/dayMaximum hourly water consumption: 220m3/hour却循环系统冷却水循环系统采用机械循环系统.总冷却水用量为460m3/h.在供应楼顶设置三台超低噪音冷却塔(230 m3/h, 2x 115 m3/h).进水温度37Co,出水温度32Co .补充水量9,6 m3/h.补充水由市政供水网直接提供.Cooling water circulation systemThere are cooling water circulation system in this project, cooling water for the refrigerators adopts mechanical circulation system. Total water consumption of cooling towers is 460m3/h. On roof of the supply building there are 3 ultra-low noise cooling towers (230 m3/h, 2x 115 m3/h), inlet temperature of 37Co, outlet temperature of 32Co, with make-up water of 9,6 m3/h. Make-up water of the cooling towers will be supplied directly by the municipal network.在消防泵房内有消火栓泵(一个运行,一个备用),喷淋泵(一个运行,一个备用),卷帘雨淋泵(一个运行,一个备用).用于地下车库的泡沫喷淋设备,如报警阀,泡沫压缩罐,化学药剂泵安装在消防设备中心.30.0m3 消防水箱和消防稳压装置分别安装在车库的四面墙.In the fire water pump room, there are hydrant pumps (one operation, one standby), sprinkler pumps (one operation, one standby) and rolling shutter drencher pumps (one operation, one standby).Fire equipment, which are used for the foam sprinkler system in underground garage, such as fire alarm valves, foam concentrated tank and chemical dosing pump, etc. are provided in fire equipment centers. Four 30.0m3 fire water tanks and fire protection stabilized pressure devices are respectively located at four sides next to the garages.消防用水消火栓:室内按40升/秒,室外按30升/秒,火灾延续时间按3个小时计自动喷洒按22升/秒,火灾延续时间按1小时计卷帘水幕用水量 0.5升/秒·米,火灾延续时间按3个小时计消火栓:室内,室外用水量皆为756m3;自动喷洒用水量为79.2 m3;卷帘水幕用水量为 270m3;一次火灾用水量为1.861,2;Water for fire protectionWater consumption standard for fire protectionHydrant: 40L/s indoor, 30L/s outdoor, fire duration is 3hSprinkler: 22L/s, fire duration is 1hDrencher for rolling shutter: 0.5L/s·m, fire duration is 3hWater consumption for fire protectionHydrant: indoor and outdoor water consumptions are 756m3 respectively Sprinkler: 79.2 m3Drencher for rolling shutter: 270m3Water consumption for one fire: 1.105,2 m3消火栓的布置在整个建筑物内沿墙,沿柱,沿走廊,风塔上及楼梯附近设有必要数量的室内消火栓,消火栓间距小于30米.消火栓管网水平,竖向皆成环状布置,消火栓箱内配有DN65消火栓一支,25米衬胶水龙带一条,φ19毫米喷咀水枪一支,并配消防卷盘(DN25消火栓一支,30米胶管,φ9毫米喷咀水枪一支)且设有可直接启动消火栓泵的按钮;在室内消火栓箱下设有磷酸铵盐手提式灭火器箱.室内消火栓系统在室外设有三组水泵接合器.Hydrant arrangementNecessary number of hydrants are installed indoors along the wall, columns, corridors, and staircases, at intervals of less than 30m. Hydrant networks are connected as a loop both horizontally and vertically. Inside each hydrant box, a DN65 hydrant, a 25m long rubber lined hose, a water nozzle of φ19mm, hose reel (a DN25 hydrant, a 30m long rubber lined hose and a water nozzle ofφ9mm), and a direct starting button for the hydrant pump are provided.Under each indoor hydrant box, a portable ammonium phosphate powder extinguisher box is installed. There are three sets of pump adopters being installed outdoors for the indoor hydrant system.消防系统防水泵房及消防水池供水管DN200在红线内连成环路管网,管网上安装一定数量的消火栓.两根DN200供水管分别引入供应楼内两个消防泵房内的消防水池.消防水池总容量不应小于4000m3, 每个为2.000m3.Fire protection systemWater pump room and water pool for fire protectionThe lead-in pipes (DN200) are connected as a loop inside the red line, on the loop, certain number of hydrants are installed.Two water supply pipes (DN200) are led into the fire water pools at each fire water pump room in supplybuilding. In consideration of the importance of the project, the volume of the fire water pools should be not less than 4000m3, each is 2.000m3.自动喷淋系统自动喷淋系统安装在全建筑范围,除了室外和高于10 米的房间.喷淋泵安装在地下的消防泵房内.报警阀设置在地下的消防泵房内和中间的消防设备中心内,水流显示器设在每个防火分区内.Sprinkler systemSprinkler systems will be provided inside the whole building except outside areas and roomshigher than 10m, with sprinkler pumps installed in the underground fire water pump rooms. Alarming valves installed in underground fire water pump rooms and four fire equipment centers in the middle, water flow indicators are installed by fire compartments.除了安装一个封闭喷淋系统,将为地下车库设置一个泡沫喷淋系统.餐厅内安装93oC启动的自动喷淋头,但在其它房间,仅安装93oC启动的普通和快速反应自动喷淋头.三组泵接合器安装在室外.Besides an enclosed sprinkler system, a foam sprinkler system composed of a proportioning mixer and a foam concentrated tank is provided for the underground garage. Sprinkler actuated at 93oC are provided in the restaurants, but in other rooms, only ordinary sprinklers and fast response sprinklers actuated at 68oC are provided.Three sets of pump adaptors for this system will be installed outdoors.排水系统为排水系统设置污水主立管和特别垂直排气管.排气管与污水管在每层连接,污水排出体操馆.餐厅的污水首先在油脂分离池中处理,然后排入室外排水网.给排水污水将被在化粪池收集和处理,然后排入市政排水管网.化粪池在输送区旁.最大天排水量为870m3/天.9. Drainage systemMain vertical sewage pipes and special vertical vent pipes are provided for the drainage system. The vent pipes are connected with sewage pipe at each floor; sewage water is drained out of stadium. Sewage water in the restaurants and garage are treated in the grease and oil separation tank, and then discharged into the outdoor drainage networks. Sanitary sewage water is collected and treated in the septic tank,then drained into the municipal drainage. The septic tanks are located besides the deliverycircle. Maximum daily drainage amount is 870m3/day.卷帘水幕系统地下车库设置有卷帘水幕系统.水幕泵安装在消防水泵房内,采用开式雨淋头,电动或手动控制.十组泵接合器安装在室外Drencher system for rolling shuttersRolling shutter protected by drenchers are provided for the underground garage, the drencher pumps are installed in the fire water pump rooms, open drencher heads are selected, and are controlled both by electrically and manually. Ten pump adapters will be installed outdoors for this system.地下室内污水设有污水坑,废水设有废水坑,生活污水,废水经潜污泵提升排至室外排水管网,潜污泵的启停皆由磁性浮球控制器的控制.地下汽车库废水设有废水坑,废水经潜污泵提升排至室外,经隔油池处理后排入室外雨水管网.There are cesspits for sewage water and wastewater pits for wastewater in the basement, the sewage and wastewater is sucked up and drained to the outdoor drainage networks by submerged sewage pumps.Operation of the pumps is controlled by the magnetic floating ball controllers. Wastewater pits are provided for the underground garage, wastewater is sucked up and drained to outdoor oil separation tank by submerged sewage pumps, after treated, wastewater is drained to the outdoors rainwater networks.在柴油发电机房,变配电房和通讯设备机房设低压二氧化碳气体灭火系统.Low pressure CO2 extinguisher systems are provided in diesel generator rooms, transformer substations and telecommunication equipment rooms.在本建筑内按"建筑灭火器配置设计规范"在每个消火栓箱下设手提式灭火器箱,箱内设有必要数量的磷酸铵盐手提式灭火器.According to the Code for Design of Extinguisher Disposition in Buildings, portable fire extinguisher box, in which there are necessary number of portable ammonium phosphate powder extinguishers, will be installed under every hydrant box.在每个消防电梯井底旁设有消防排水坑,废水经潜污泵提升排至室外.Fire water drain pit is provided at side of bottom of each fire elevator well, waste water will be sucked up and drained out by the pumps.雨水系统雨水排水屋顶采用压力流排水.雨水设计重现期按P=10年计算,降雨历时为5分钟,暴雨强度公式按Q=998.002(1+0.568lgP)/(t+1.983)0.465计算.沿柱在屋面设置雨水沟.雨水通过雨水沟收集,然后进入雨水头和下排管,然后到室外雨水观察井.10. Rainwater systemPressurized drainage system is adopted for roof rainwater drainage system. Here, return period P=10 years, rainfall duration is 5 minutes, stormwater amount is calculated by the following formula:Q=998.002(1+0.568lgT)/(t+1.983)0.465Rainwater gutters are provided on roof along columns, skylight. Rainwater is collected in the gutter, then to rainwater heads and downpipes, and to the outdoors rainwater inspection wells.11.管材- 生活给水管,冷却塔补水管采用铜管,氩弧焊接.- 直饮水管采用不锈管.- 消火栓管,冷却循环管,水幕管,水泵吸水管采用焊接钢管,焊接.- 自动喷洒水管,雨淋水管采用热镀锌钢管,丝扣连接或卡压连接.-二氧化碳管采用无缝钢管焊接.- 地下车库泡沫喷淋水管采用不锈钢管,卡压连接.Pipe materialCopper pipes connected by argon arc welding are adopted for the sanitary water pipes, make-up water pipes for cooling towers.Stainless stell pipes are adopted for portable water pipes.Welded steel pipes connected by welding are selected for hydrant pipes, cooling circulating pipes, drencher pipes, pump suction pipes.Hot-galvanized steel pipes connected by threads or compression-seizing are selected for sprinkler and deluge sprinler pipes.Seamless steel pipes connected by welding are selected for CO2 pipes. Stainless steel pipes connected by pressed clamp is selected for the pipes of foam sprinklers in the underground garage.当雨水两超出雨水沟设计量时,雨水可沿屋檐自由排放.雨水被收集,然后排入市政集水池. When the amount of rainwater is more than the design value of the gutters, water is discharged naturally along the eaves. Rainwater is collected, and then drained to the municipal catch basins.围绕体育馆的循环池将用于喷洒运动场和作为室外绿化带的储水池.此池将作为一个循环过滤设施,可容水约7.500 m .喷洒压力设备和其它必须的过滤设备安装在供应楼里.The circular senic pool surround stadium will be used for spraying sportsfield andas reservoir for outdoor greening.The pool will be used as a circular filtering facility and will be adopted with a water volume of about 7.500 m .The spray water pressurizing equipment as well as further necessary filtering equipment will be adopted in the supply building.2.0 制冷2.0 Cooling冷源:空调冷负荷(估算):本工程建筑面积共50.000平方米,包括观众区,休息室,更衣室,小会议室,餐厅,办公室和其它附属房.空调设计日峰值冷负荷为2.4MW,设计日总冷负荷为3 kW.Refrigerating sourceCooling load of air conditioning systemTotal floor area for this building is 50,000sqm, which includes spectator areas, lounges, Clothing and changing rooms small meeting rooms, restaurant, office and other auxiliary rooms. Designed dayly peak cooling load is 2,4MW, designed total dayly cooling load is 3kW.每台1200kW制冷机配一台流量为206m3/h离心泵.各配一台备用泵一次泵采用压差旁路控制.通过埋地敷管,向游泳体操馆供应冷冻水.A centrifugal pump with a flow rate of 103m3/h is provided for each 1200kW chiller. One operation pump with a standby corresponds to one chiller.Pressure difference branch control is adopted for primary pumpVia earth laid pipes from supply building to gymnasium chilled water supply will be deliverded.冷源的选择:根据建筑的实际情况,3台制冷机将安装在供应楼内的冷冻机房.设计容量为4800kW. 为了实现能量的效率化使用,设计方案为,1台制冷机的出力为总设计容量的50%.而另2 台.每台出力为总设计容量的25%.冷冻水系统的主要设备包括3台电动制冷机,一级冷冻泵,二级冷冻泵,自动控制阀等等.冷冻水的供/回水温度为-7/ 12°C.Selection of refrigerating sourceAccording to the real condition of the building, 3 chillers are located in the refrigerating plant rooms in the supply building, designed capacity is 2400kW. For actuing in an energy efficient way one chiller about 50% of total capacity (1.200 kW) and two chillers with 25% of total (600 kW each)capacity each are adopted.Main equipment of chilled water system includes 3 electrical chiller, primary cool water pump, secondary chilled water pump and automatic controlled valve, etc. supply/return temperature of the chiller is-7/ 12°C.二次泵系统:根据使用功能,各制冷机房又分成不同的循环支路.二次泵采用变频调速控制.根据负荷侧供回水管的压差,控制水泵的转速.二次泵循环支路的管道采用异程式.Secondary pump system:Each refrigerating plant room is subdivided into different circulation branch loops according to use functions.Variable-frequency speed-regulating control is adopted for secondary pumps. The rotating speed of a water pump is controlled according to the pressure difference between water supply and return pipes.Direct return system is adopted for the pipes of circulating branch of secondary pumps空调冷冻水系统由于本工程占地面积大,功能复杂,有连续使用,也有间歇使用,为了达到运行灵活,节能的目的,空调冷冻水系统采用两管制二次泵系统.Chilled water systemDue to the large occupied area of this project, the complicated functions and the combination of continuous utilization and intermittent utilization, in order to accomplish the purpose of flexible operation and energy saving, the chilled water system is of two-pipe secondary pump system.管材:水管采用焊接钢管及无缝钢管.本工程的风管除土建风道外,均采用镀锌铁皮咬口制作.每节风管之间用法兰连接.Pipe and duct materialsThe water pipes adopt welded steel pipes and seamless steel pipes.Air ducts for this project are made of galvanized sheet steel by seaming except ducts by civil construction. Air ducts are connected together by flanges.一次泵系统:供应楼冷冻机房2400kW制冷机配一台离心泵, 流量为412m3/h.配一台备用泵.Primary pump system:Chiller room supply buildingA centrifugal pump with a flow rate of 412m3/h is provided for 1200kW chiller. Oneoperation pump with a standby corresponds to one chiller.保温材料:空调供,回水管,冷凝水管采用酚醛管壳保温.空调送,回风管以及处理后的新风管采用外贴铝箔的离心玻璃棉板保温.- 管道穿防火墙的空隙处采用岩棉材料等非燃材料填充.Thermal materialsphenolic pipes are adopted for thermal insulation of water supply and return pipes for air conditioning, as well as air-conditioning condensate pipes.Aluminum foil faced glass fiber boards are adopted for thermal insulation of air-conditioning air supply and return ducts as well as fresh air ducts after chillers.Non-flammable material will be selected to fill the interspace in the fire protection wall where the ducts go through.消声与隔振:冷水机组,水泵等设备采用减振台座,弹簧减振器或橡胶减振垫减振降噪.在空调机组,新风机组,通风机的进出口采用涂胶帆布软管连接.- 水泵进出水管上采用可曲挠橡胶接头,使设备振动与配管隔离.Noise reduction and vibration isolationShock absorption bases, spring shock absorbers on rubber shock absorption pads are adopted for equipment, such as water chiller units, pumps, etc to reduce vibration and lower noise.Flexible rubber-coated canvas hoses are adopted far connections of inlets and outlets of air-conditioning units, fresh air handling units and ventilators. Flexible rubber couplings are adopted for the water intake and delivery pipes of the pumps to isolate equipment vibration from their pipes.3.0空调和通风系统3.0 Air Conditioning and Ventilation Systems方案设计范围Scope of schematic design空调设计Air Conditioning Design在体育馆内,一些区域设置空调系统.这些区域划分为:西侧地下二层的贵宾休息室东侧地下二层酒店门廊地下一层的输送区,技术机房,运动员更衣间,医务服务,热身区,裁判区,健身中心,酒店大堂,会议室,厨房,特许区和贵宾大堂混合区.首层的酒店大堂,酒店区,贵宾门廊,急救In the stadium, in some ranges air conditioning systems are used. These ranges subdividethemselves as follows:VIP – Lobby in West of levelel -2Hotel lobby in the east of level –2Delivary Circle, technical Plantrooms, Changingrooms for the athletes, Medical Service and warm up area, Judges Area, Fitness Center, Hotel Lobby, Conferenz, Kitchen and Concession, Vip lobby- Mixed Zone in level -1Hotel lobby, Hotel area, Vip lobby, Vip Area, First aid in 0空调和通风机组设置于靠近地下一层楼梯底部的机防.新风从楼梯底的风室被引入机房而被空调处理器吸入.从此,通过水平和垂直风道送至使用区.用于以上区域的空调机组分为12 台暖通空调机组,具有以下特点The air conditioning and ventilation units for the using ranges are placed in die mechanical plantroom nearby the stairs in the bottom of the stadium in Level -1. The outside air will be brought into the Plantrooms from fresh air chambers under these stairs and let to the air handling units. From here, the will be led via horizontal an vertical duct to the using ranges.The air conditioning units for the ranges specified above will be devided into 12 HV AC- units (drawings) with the following characteristics:以下区域仅设置排风系统:地下二层停车区域地下二层电气机房地下一层卫生间首层卫生间一层卫生间宾馆客房设置分散式风机盘管加新风系统.贵宾室设置风机盘管.For the following ranges, only exhaust air systems are planed:Parking area in Level –2Electrical Plantrooms in Level –2Toilets in Level –1Toilets in Level 0Toilets in Level +1For the guestrooms of the Hotel decentralized Fancoil Units with ourside air connection are planed. The VIP- boxes will be equiped with Fancoil Units.AC1, AC6, AC7, AC12地下一层的附属用房(储存,机房,楼层,观众区 )换气次数 2 – 6 次/小时; 新风100%, 通过螺旋风口送出双风机,全空气系统排风机同时作为机械排烟用AC1, AC6, AC7, AC12Siderooms ( Storage, Plantrooms, Floors, Spectaors area) in Level -1Air Changing rate 2- 4 times/ h; supply via spiral outlets, outdoor air 100% Dual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smoke.AC 2地下一层的医务服务,热身区,运动员更衣间,裁判区换气次数 2 – 4 次/小时; 新风100%, 通过螺旋风口送出夏季最高室内温度29°C, 相对湿度 65 %冬季最高室内温度 22 –24°C室内发热量:- 照明 20 W/m- 机器 10 W/ m- 人员 50 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 2Medival Service Area, Warm up Area, Changing rooms Athletes, Judges Are in Level- 1Air Changing rate 2- 4 times/ h; supply via spiral outlets, outdoor air 100% Room temperature 29°C max, 65 % humidityin SummerRoomtemperatur 22 –24 °C in WinterIndoor heat loadLighting 20 W/mMachines 10 W/ mPersonnel 50 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smoke.AC 4地下一层的医务中心,办公室换气次数 4 次/小时; 新风100%, 通过螺旋风口送出最高室内温度29°C, 相对湿度 65 %室内发热量:- 照明 35 W/m- 机器 30 W/ m- 人员 50 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 4Media Center, Offices in Level –1Air Changing rate 4 times/ h; supply via spiral outlets, outdoor air 100% Room temperature 29°C max, 65 % humidityIndoor heat loadLighting 35 W/mMachines 30 W/ mPersonnel 50 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smoke.AC 3地下二层的贵宾休息室,地下一层的贵宾大堂,混合区,首层的贵宾办公室和贵宾区换气次数 4 次/小时; 新风100%, 通过螺旋风口送出最高室内温度29°C, 相对湿度 65 %室内发热量:- 照明 20 W/m- 机器 10 W/ m- 人员 50 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 3VIP Lobby in Level –2, VIP Lobby, Mixed zone in Level –1, VIP Offices and VIP area in Level 0Air Changing rate 4 times/ h; supply via spiral outlets, outdoor air 100% Room temperature 29°C max, 65 % humidityIndoor heat loadLighting 20 W/mMachines 10 W/ mPersonnel 50 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smoke.AC 5地下一层的厨房,服务和特许区厨房的换气次数 100m /m 小时,新风100%, 通过螺旋风口送出服务和特许区的换气次2-4数次/小时, 新风100%, 通过螺旋风口送出双风机,全空气系统最高室内温度29°C, 相对湿度 65 %室内发热量:- 照明 35 W/m- 机器 30 W/ m- 人员 80 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 5Kitchen, Service and Concession area in Level -1Air Changing rate 100 m /m h for the Kitchen; supply via spiral outlets, outdoor air 100%Air Changing rate 2-4 times/h for the Service and Concession area; supply via spiral outlets, outdoor air 100%Room temperature 29°C max, 65 % humidityIndoor heat loadLighting 35 W/mMachines 30 W/ mPersonnel 80 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smokeAC 8地下一层的健身中心,员工更衣间,特许区换气次数 2 – 4 次/小时; 新风100%, 通过螺旋风口送出最高室内温度29°C, 相对湿度 65 %室内发热量:- 照明 35 W/m- 机器 30 W/ m- 人员 80 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 8Fitness Center, Changingrooms Staff, Concessio in Level -1Air Changing rate 2-4 times/h; Fitness Center 6 times/ h; supply via spiral outlets, outdoor air 100%Room temperature 29°C max, 65 % humidityIndoor heat loadLighting 35 W/mMachines 30 W/ mPersonnel 80 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smokeAC 10地下二层地的宾馆走廊,地下一层的宾馆走廊和餐厅,首层的宾馆区换气次数 4 次/小时; 新风100%, 通过螺旋风口送出最高室内温度29°C, 相对湿度 65 %室内发热量:- 照明 35 W/m- 机器 30 W/ m- 人员 50 W/ m双风机,全空气系统排风机同时作为机械排烟用AC 10可能亦用于人防区的送风.此部分的设计由人防技术设备设计工程师审核.AC 10Hotel Lobby in Level- 2, Hotel Lobby and Restaurant in Level -1, Hotel area in Level 0Air Changing rate 4 times/h; Restaurant 8 times/h;supply via spiral outlets, outdoor air 100%Room temperature 29°C max, 65 % humidityIndoor heat loadLighting 35 W/mMachines 30 W/ mPersonnel 50 W/ mDual- fan- all- air system.Exhaust air fan is also be used for mechanical removal of smoke.The AC- unit No. 10 might also be used as a supply air unit for the shelter. This has to be checked by the engeneers who will plan the technical equipment for the shelter.AC 9通风地下车库:设计一个换气次数 6次/小时的排气排烟通风系统.由地下一层的空调机组送风,送风经过车库顶棚的垂直风口进入水平风道,然后送至各处.输送区:输送区设置一个隧道通风系统.空气通过北侧被吸入建筑物,然后通过轴流风机输送到输送区.空气通过南侧的就近道路排出.VentilationUnderground Garage:For the underground garage an air exhaust an smoke exhaust ventilation system with an air exchange rate of 6 times/h is provided. The supply air for the garage will be delivered from the AC- Units in Level- 1 an brougt into the garage via vertical openings in the ceiling of the garage and distributed over horizontal ducts. Delivery Circle:For the delivery circle a tunnel ventilation system is installed. Air is sucked at the south side of the stadium into the building and transported by axial jet fan through the delivery zone.各功能区的规划包括水平管道和竖井.各区域无异味和污染物的排风将被作为送风送入车库. 剩余的排风和排烟将通过一个地下风道送到供应楼,并通过屋顶排出.排烟内部区域均设置机械排烟.通风系统的管道亦即排烟道. 在空调机房内,烟气通过一条旁通风道送至车库排风机,亦为排烟机(300°/ 30 分).The development of the functional areas is made by horizontal ducts and vertical pits. The exhaust air from ranges which are not smell-loaded or contained pollutants are brought as supply air into the garage.The remaining exhaust air and the removal of smoke exhaust air are led over an underground channel to the supplying building and blown out there over roof. Smoke ExhaustionAll ranges on the inside are exhaustet from smoke mechanically.The duct system of the existing ventilation systems is used. In the HVAC plant rooms, the flue gases are led over a bypass channel to the exhaust air fan for the garage, which have to be designed to be used as smoke- exhaust fan (300°/ 30 min).室内储存和技术房:此区内,设置简单的送排通风系统.卫生间:地下一层和首层的卫生间由临近区域的通风系统供应新风.一层卫生间通过向外开口进风.地下一层卫生间排气排入输送区.首层和一层卫生间将通过独立的排气扇将废气排入在看台下部.Indoor storing and technical plant rooms:For this ranges simple supply- and exhaust ventilationsystem will be installed Toilets:The WCs in level -1 and level 0 are supplied with fresh air by the ventilation systems of the adjacent ranges.The WCs in level +1 receive the fresh air over opening to the outside.The WC in level -1 is aired out separately into the range of the delivary circle. The exhaust air of the WC ranges in level 0 and level +1 will be led by separate exhaust fans into the ranges underneath the grandstand.车库的排气和烟气被加压,通过地下风道送至供应楼,而通过其屋顶排出.停车场有烟雾时,空调机组的送风量是不足的.在这种情况下,新风将通过阀门从新风室(在体育馆底层楼梯下)直接向车库进风.The exhaust air of the garage and the smoke will be pressed through the circularly air duct and then through the underground channel to the supplying building and will there be led over roof into the free.In case that smoke is detected in Parking garage, the supply air from the AC- Units which is normaly used for the supply of the garage is not sufficient.In this case the fresh air will be brought directly into the garage via dampers from the freshair chamber, placed underneath the stairs in the bottom of the stadium. 主送风和回风道均设防火阀. 当温度超过70°C, 防火阀将自动关闭,同时风机停止运行,关闭信号将被传送.自动转换防火阀安装于排风排烟共用系统.Both, the main air supply and return ducts of all AHUs are provided with fire dampers. Then a temperature over 70°C happens, the fire dampers wil l be closed automatically and at the same time the fan stops operation and cut-off signal is transmitted. Automatic changeover fire damper is provided for the system used both return air and smoke exhaust.空调和通风系统的电力供应控制与消防控制中心相连. 当某个防火分区火灾报警, 而且消防中心对此信号经过分析确认后,此防火分区内的通风系统停止运行,而同时排烟系统和加压送风系统启动.The power supply controls for the air conditioning and ventilation systems are connected to the fire control center. When fire alarm occurs in a certain fire compartment, the ventilation system in this fire compartment stops operation and at the same time the smoke exhaust system and pressurized air supply system are started after judgement and confirmation by the fire control center.被其它房间包围的楼梯间将设置有加压通风系统.The staircases that are surounded by other rooms will be provided with overpressure ventilation systems.空调机组的详细技术参数集合在被报告末的技术数据报告.The exact technical datas of the AC- units are summarized in the " Technivcal Data Report at the end of the Report.。
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。
给排水英汉对照
Hot source and hot water is from boiler room with supptemperature of 90℃and return temperature of 70℃.生活热水温度45℃～55℃，当t<55℃时，电磁阀关闭，当t<45℃时阀打开。
Domestic hot water has a temperature range of 45℃~55℃ Magnetic valve closes when t>55℃ and op 清扫口至井段可用UPVC管。
UPVC may be used from cleanout to well .管道与设备连接截止阀，支管与干连接处安装隔离阀。
Provide shut-off valves at piping connecting to equipment installation.provide isolation valves at oranch connection to piping mains.喷淋头的布置应与暖通专业的散流器和建筑的吊顶布置相协作。
Coordinate sprinkler hads with HVAC diffusers and architectural reflected ceiling消火栓安装：消火栓暗装，栓口安装高距地面均为1.1MInstallation of fire hydrant: concealed mounted with distance of 1.1m from floor t未注明的穿框架梁的自动喷水灭火管道标高均距梁底300MM.穿连系梁的自动喷水灭火管道标高均距梁底Unless otherwise indicated,all automatic sprinkling pipes passing through frame beam are 300mm fromthrough tie beam are 200mm from beam bottom.空调平面图air handling layoutMU-1-3新风系统图MU-1-3make-up air system diagramAHU-1净化空调系统图air purfication & air handling system diagram, AHU-1空调通风平剖面图ventilation & air conditioning plan/section吊顶空调平剖面图air conditioning ceiling plan/section吊顶通风和采暖，空调用水管平面图ventilation and heating piping plan above ceiling室内采暖空调平面图room heating and air conditioning plan吊顶以下净化空调平面图air purification & air conditioning above ceiling拉丝区＋14.0米送风平面图air supply plan at level of +14.00,drawing areaS-1,2送风系统图S-1,2air supply system diagram室内回风口平面图indoor air return grill plan洁净室回风平面图air return grill plan in clean rooms空调用冷热水管平面图A.C water piping plan空调供热流程图A.C heating supply system diagram屋顶排风平面图Roof exhaust plan排风系统图exhaust system diagram送风系统图air supply system diagramAHU-1水系统图AHU-1 water piping system diagram净化空调系统控制原理图air purification & airconditioning system control priciple diagram AHU-15变风量空调系统图AHU-15 VAV system diagram冷冻水、冷却水管道系统图CHW and CW piping system diagram热水采暖系统图hot water heating system diagram空调机房平面图air handling room plan最冷月和最热月平均温度temperature,coldest month or hotest month (mean)年、月、平均温度，最高、最低temperature,yearly,monthly,mean,highest,lowest最高或最低绝对温度absolute temperature,highest or lowest温球温度wet bulb temperature干球温度dry bulb temperature温球温度计wet bulb thermometer干球温度计dry bulb thermometer采暖地区region with heating provision不采暖地区region without heating provision采暖室外计算温度calculating outdoor temperature for heating通风（冬季）室外计算温度calculating outdoor temperature for ventilation(winter)绝对大气压absolute atmospheric pressure蒸发量volume of vaporizationemperature of 70℃.oses when t>55℃ and opens when t<45℃ling plan.oor to mouth center.水灭火管道标高均距梁底200MM.from beam bottom while those passing。
建筑给排水中英文对照外文翻译文献_图文03
建筑给排水中英文对照外文翻译文献_图文03 建筑给排水中英文对照外文翻译文献_图文03建筑给排水中英文对照外文翻译文献(文档含英文原文和中文翻译)外文:Sealed building drainage and vent systems—an application of active air pressure transient control andsuppression AbstractThe introduction of sealed building drainage and vent systems is considered a viable proposition for complex buildings due to the use of active pressure transient control and suppression in the form of air admittance valves and positive air pressure attenuators coupled with the interconnection of thenetwork's vertical stacks.This paper presents a simulation based on a four-stack network that illustrates flow mechanisms within the pipework following both appliance discharge generated, and sewer imposed, transients. This simulation identifies the role of the active air pressure control devices in maintaining system pressures at levels that do not deplete trap seals.Further simulation exercises would be necessary to provide proof of concept, and it would be advantageous to parallel these with laboratory, and possibly site, trials for validation purposes. Despite this cautionthe initial results are highly encouraging and are sufficient to confirm the potential to provide definite benefits in terms of enhanced system security as well as increased reliability and reduced installation and material costs.Keywords: Active control; Trap retention; Transient propagationNomenclatureC+-——characteristic equationsc——wave speed, m/sD——branch or stack diameter, mf——friction factor, UK definition via Darcy Δh=4fLu2/2Dgg——acceleration due to gravity, m/s2K——loss coefficientL——pipe length, mp——air pressure, N/m2t——time, su——mean air velocity, m/sx——distance, mγ——ratio specific heatsΔh——head loss, mΔp——pressure difference, N/m2Δt——time step, sΔx——internodal length, mρ——density, kg/m3Article OutlineNomenclature1. Introduction—air pressure transient control and suppression2. Mathematical basis for the simulation of transient propagation in multi-stack building drainage networks3. Role of diversity in system operation4. Simulation of the operation of a multi-stack sealed building drainage and vent system5. Simulation sign conventions6. Water discharge to the network7. Surcharge at base of stack 18. Sewer imposed transients9. Trap seal oscillation and retention10. Conclusion—viability of a sealed building drainage and ventsystem1.Air pressure transients generated within building drainage andvent systems as a natural consequence of system operation may be responsible for trap seal depletion and cross contamination of habitable space [1]. Traditional modes of trap seal protection, based on the Victorian engineer's obsession with odour exclusion [2], [3] and [4], depend predominantly on passive solutions where reliance is placed on cross connections and vertical stacks vented toatmosphere [5] and [6]. This approach, while both proven and traditional, has inherent weaknesses, including the remoteness of the vent terminations [7], leading to delays in the arrival of relievingreflections, and the multiplicity of open roof level stack terminations inherent within complex buildings. The complexity of the vent system required also has significant cost and space implications [8].The development of air admittance valves (AAVs) over the past two decades provides the designer with a means of alleviating negative transients generated as random appliance dischargescontribute to the time dependent water-flow conditions within the system. AAVs represent an active control solution as they respond directly to the local pressure conditions, opening as pressure falls to allow a relief air inflow and hence limit the pressure excursions experienced by the appliance trap seal [9].However, AAVs do not address the problems of positive air pressure transient propagation within building drainage and vent systems as a result of intermittent closure of the free airpath through the network or the arrival of positive transients generated remotely within the sewer system, possibly by some surcharge event downstream—including heavy rainfall incombined sewer applications.The development of variable volume containment attenuators [10] that are designed to absorb airflow driven by positive air pressure transients completes the necessary device provision to allow active air pressure transient control and suppression to be introduced into the design of building drainage and vent systems, for both ‘standard’ buildings and those requiring particularattention to be paid to the security implications of multiple roof level open stack terminations. The positive air pressure attenuator (PAPA) consists of a variable volume bag that expands under theinfluence of a positive transient and therefore allows system airflowsto attenuate gradually, therefore reducing the level of positive transients generated. Together with the use of AAVs the introduction of the PAPA device allowsconsideration of a fully sealed building drainage and vent system. illustrates both AAV and PAPA devices, note that the waterless sheath trap acts as an AAFig. 1. Active air pressure transient suppression devices to control both positive and negative surges. Active air pressure transient suppressionand control therefore allows for localized intervention to protect trap seals from both positive and negative pressure excursions. This has distinct advantages over the traditional passive approach. The time delay inherent in awaiting the return of a relievingreflection from a vent open to atmosphere is removed and the effectof the transient on all the other system traps passed during its propagation is avoided.2.Mathematical basis for the simulation of transient propagation in multi-stack building drainage networks.The propagation of air pressure transients within building drainage and vent systems belongs to a well understood family of unsteady flowconditions defined by the St Venant equations of continuity and momentum, and solvable via a finite difference scheme utilizing the method of characteristics technique. Air pressure transient generation and propagation within the system as a result of air entrainment by thefalling annular water in the system vertical stacks and the reflection and transmission of these transients at the system boundaries, including open terminations, connections to the sewer, appliance trap seals and both AAV and PAPA active control devices, may be simulated with proven accuracy. The simulation [11] provides local air pressure, velocity and wave speed information throughout a network at time and distanceintervals as short as 0.001 s and 300 mm. In addition, the simulation replicates localappliance trap seal oscillations and the operation of active control devices, thereby yielding data on network airflows and identifying system failures and consequences. While the simulation has been extensively validated [10], its use to independently confirm the mechanism of SARS virus spread within the Amoy Gardens outbreak in 2003 has provided further confidence in its predictions [12].Air pressure transient propagation depends upon the rate of changeof the system conditions. Increasing annular downflow generates an enhanced entrained airflow and lowers the system pressure. Retarding the entrained airflow generates positive transients. External events mayalso propagate both positive and negative transients into the network.The annular water flow in the ‘wet’ stack entrains an airflowdue to the condition of ‘no slip’ established between theannular water and air core surfaces and generates the expected pressure variation down a vertical stack. Pressure falls from atmospheric above the stack entry due to friction and the effects of drawing air through the water curtains formed at discharging branch junctions. In the lower wet stack the pressure recovers to above atmospheric due to the traction forces exerted on the airflow prior to falling across the water curtain at the stack base.The application of the method of characteristics to the modelling of unsteady flows was first recognized in the 1960s [13]. The relationships defined by Jack [14] allows the simulation to model the traction force exerted on the entrained air. Extensive experimental data allowed the definition of a ‘pseudo-frictionfactor’ applicable in the wet stack and operable acro ss the water annular flow/entrained air core interface to allow combined discharge flows and their effect on air。
【精品】给排水专业英语单词
英汉对照给水排水专业名词来源：广州大学水质工程学发表时间：2007-5-24最近更新时间：2008-7-22给水工程watersupplyengineering排水工程sewerage，wastewaterengineering给水系统watersupplysystem排水系统seweragesystem给水水源watersource原水rawwater地表水surfacewater地下水groundwater苦咸水（碱性水）brackishwater；alkalinewater 淡水freshwater冷却水coolingwater废水wastewater污水sewage；wastewater用水量waterconsumption供水量output污水量wastewaterflow；sewageflow用水定额waterconsumptionnorm排水定额wastewaterflownorm水质waterquality渠道channel；conduit干管main泵站pumpinghouse泵站pumpingstation污水处理sewagetreatment；wastewatertreatment 废水处置wastewaterdisposal格栅barscreen曝气aeration沉淀sedimentation澄清clarification过滤filtration离子交换法ionexchange消毒disinfection氯化chlorination余氯residualchlorine游离性余氯freeresidualchlorine结合性余氯combinativeresidualchlorine污泥sludge污泥处置sludgedisposal水头损失headloss贮水池storagereservoir；storagetank过河管rivercrossing倒虹管invertedsiphon稳定stabilization异重流densitycurrent直流水系统oncethroughsystem复用水系统waterreusesystem循环水系统waterreusesystem生活用水domesticwater生产用水processwater消防用水firedemand浇洒道路用水streetflushingdemand,roadwatering 绿化用水greenbeltsprinkling,greenplotsprinkling未预见用水量unforeseendemand自用水量waterconsumptioninwater-works 管网漏失水量leakage平均日供水量averagedailycoefficient 最高日供水量maximumservicecoefficient 日变化系数dailyvariationcoefficient 时变化系数hourlyvariationcoefficient 最小服务水头minimumservicehead管井deepwell,drilledwell管井滤水管deepwellscreen管井沉淀管gritcompartment大口井dugwell；openwell井群batteryofwells渗渠infiltrationgallery地下水取水构筑物及滤层invertedlayer泉室springchamber取水构筑物intakestructure取水口（取水头部）intake进水间intakestructure格网screen吸水井suctionwell净水构筑物purificationstructure 投药chemicaldosing混合mixing凝聚coagulation絮凝flocculation自然沉淀plainsedimentation凝聚沉淀coagulationsedimentation 凝聚剂coagulant助凝剂coagulantaid药剂固定储备量standbyreserve药剂周转储备量currentreserve沉沙池(沉砂池)desiltingbasin；gritchamber预沉池pre-sedimentationtank平流沉淀池horizontalflowsedimentationtank异向流斜管（或斜板）沉淀池tube(plate)settler 同向流斜板沉淀池lamella机械搅拌澄清池accelerator水力循环澄清池circulationclarifier脉冲澄清池plusator悬浮澄清池sludgeblanketclarifier液面负荷surfaceload气浮池floataiontank气浮溶气罐disslovedairvessel气浮接触室contactchamber快滤池rapidfilter虹吸滤池siphonfilter无阀滤池pressurefilter压力滤池pressurefilter移动罩滤池movablehoodbackwashingfilter 滤料filteringmedia承托层gradedgracellayer滤速rateoffiltration滤池配水系统filterunderdrainsystem表面冲洗surfacewashing反冲洗backwash气水反冲洗air-waterwashing滤池冲洗水量filterwashwaterconsumption 冲洗强度intensityofbackwashing膨胀率percentageofbed-expansion除铁接触氧化法contact-axidation清水池clean-waterreservoir配水管网distributionsystem；pipesystem环状管网pipenetwork枝状管网branchsystem水管支墩buttress；anchorage软化水softenedwater除盐水demineralizedwater高纯水high-puritywater；ultra-highpuritywater 除硅desilication；silicaremoval脱碱dialkalization酸洗acidcleaning石灰浆limeslurry石灰乳milkoflime树脂污染resinfouling树脂降解resindegradation离子交换剂ionexchanger离子交换树脂ionexchangeresin弱碱性阴离子交换树脂weak-baseexchangeresin强碱性阴离子交换树脂strong-baseanionexchangeresin弱酸性慢离子交换树脂weak-acidexchangeresin强酸性阳离子交换树脂storng-acidcationexchangeresin凝胶型离子交换树脂gel–typeionexangeresin大孔型离子交换树脂macro-reticulartypeionexchangeresin 磺化煤sulfonatedcoal后处理post-treatment再生regemeration再生液置换rinsedisplacement二级钠离子交换twostagesodiumiopnexchange顺流再生co-currentregeneration对流再生counter-currentregeneration逆流再生up-flowregeneration浮动床fluidizedbed混合离子交换器mixedbed空气顶压逆流再生airholddownC.C.C,airblanketC.C.R水顶压逆流再生waterholddownC.C.R,waterblanketC.C.R 无顶压逆流再生atmosphericpressbedC.C.R离子交换剂床层膨胀率ionexchangebedexpansion移动床movingbed再生剂耗量chemicalconsumption,regenerantconsumption 再生剂量regenerationlever再生剂计量chemicalmeasurement超滤器ultrafilter微孔过滤器microporusfilter双层床stratabed,multibed双室床doublebed分步再生stepwiseregeration工作交换容量operatingcapacity树脂捕捉器resintrapper电渗析器dlectordialyzer反渗透器reverseosmosisunit一级除盐系统primarydemineralixationsystem单塔单周期移动床monobedandsinglecyclemovingbed 双塔连续再生移动床duadbedcontactor单床离子交换器mono-bedionexchange冷却塔coolingtower温式冷却塔drycoolingtower干式冷却塔drycoolingtower干一湿式冷却塔dry-wetcoolingtower自然通风冷却塔naturaldraftcoolingtower机械通风冷却塔mechamicaldraftcoolingtower风筒式冷却塔chimneycoolingtower开放式冷却塔atmosphericcoolingtower抽风式机械通风冷却塔induceddraftmechanicalcoolingtower 鼓风式机械通风冷却塔forceddraftmechnicalcoolingtower 横流式冷却塔crossfolwcoolingtower逆流式冷却塔counterflowcoolingtower淋水填料packing点滴式淋水材料splashpacking薄膜式淋水材料filmpacking点滴薄膜式淋水填料splash-filmpacking冷却塔配水系统coolingtowerdistributionsystem槽式配水系统troughingdistributionsystem管式配水系统pipingdistributionsystem管――槽结合式配水系统pipe-troughingdistrbutionsystem 池式配水系统hotwaterdistributionbasin旋转布水器rotatingdistributor溅水喷嘴spraynozzle冷却塔配水竖件verticalwellofwaterdistribution淋水面积areaofwaterdrenching淋水密度waterdrenchingdensity逼近度approach冷却水温差coolingrange除水器drifteliminator飘滴drift湿空气回流recirculationofwetair喷水池qpraypond冷却池coolingpond深水型冷却池shallowcoolingpond浅水型冷却池deepcoolingpond挡热墙skimmerwall潜水堰submergedweir蒸发损失evaporationloss风吹损失windageloss渗漏损失seepageloss温差异重流thermaldensityflow水面综合散热系数heattransfercoefficient 循环冷却水recirculatingcoolingwater直流冷却水once-throughcoolingwater直接冷却水dircetcoolingwater间接冷却水indirectcoolintwater补充水make-upwater旁流sidestream排污blowdown循环冷却水系统recirculatingcoolingwatersystem直流冷却水系统once-throughcoolingwatersystem敞开式循环冷却水系统openedrecirculationcoolingwatersystem 密闭式循环冷却水系统closedrecirculationcoolingwatersystem 结垢scale污垢fouling生物粘泥slime,biologicalfouling污垢热阻foulingresistance生物粘泥量slimecontent腐蚀corrosion全面腐蚀(均匀腐蚀)generalcorrosion局部腐蚀localozedcorrosion垢下腐蚀under-depositcorrosion点蚀pitting腐蚀率corrosionrate点蚀系数pittingfactor阻垢scaleinhibition缓蚀corrosioninhibition防腐蚀corrosionprevention浓缩倍数cyclwofconcentratin系统容积volumetriccontentofsystem饱和指数saturationindex,Langelierindex 稳定指数saturationinde，Ｌangelierindex 冷却水处理coolimgwatertreatment旁流水处理side-streamtreatment补充水处理make-upwatertreatment加酸处理scidification菌藻处理microbiogiaclcontrol 旁流过滤side-dtreamfiltration 预膜perfillmimg降解degradation监测试片monitoringcoupon腐蚀试片corrosioncoupon阻垢剂scaleinhibitor分散剂dispersant缓蚀剂corrosioninhibitor杀生物剂biocide预膜剂prefilmingabent剥离剂strippingagent表面活性剂surfactant消泡剂defoamingagent排水制度sewwersystem合流制combinedsystem分流制separatesystem检查井manhole跃水井dropmanhole事故排出口emergencgoutlet暴雨溢流井（截留井）stormoverflowwell,interceptingwell 防潮门tidegate生活污水domesticsewage,domesticwastewater工业废水industrialwastewater生产污水pollutedindustrialwastewater生产废水non-pollutedindustrialwastewater城市污水municipalsewage；municipalwastewater旱流污水dryweatherflow水体自净self-purificationofwaterbodies一级处理primarytreatment二级处理secondarytreatment生物处理biologicaltreatment活性污泥法activatedsludgeprocess生物膜法biomembranceprocess双层沉淀池（隐化池）Imhofftank初次沉淀池primarysedimentationtank二次沉淀池secondarysedimentationtank生物滤池biologicalfilter,tricklingfilter 塔式生物滤池biotower生物转盘rotatingbiologicaldisk生物接触氧化bio-contactoxidation曝气池aerationtank推流曝气plugflowaeration完全混合曝气complete-mixingaeration普通曝气conventionalaeration阶段曝气stepaeration吸附再生曝气biosorptionprocess,contactstabilization 高负荷曝气high-rateaeration延时曝气extendedaeration氧化沟oxidationaitch稳定塘（氧化塘）stabilizationpond,oxidationpond灌溉田sewagefarming隔油池oilsepartor固定布水器fixeddistributor活动布水器movabledistributor空气扩散曝气diffusedairaeration浅层曝气inkaaeration机械表面曝气mechamicalxurfaceaeration混合液mixedliquor堰门weirgate原污泥rawsludge初沉污泥primarysludge二沉污泥secondarysludge活性污泥activatedsludge消化污泥activatedsludge回流污泥returnedsludge剩余污泥excessactivatedsludge 污泥气sludgegas污泥消化sludgedigestion好氧消化aerobicsigestion厌氧消化anaerobicdigestion中温消化mesophilicdigestion 高温消化thermophilicdigestion污泥浓缩sludgethickening污泥淘洗elutriationofsludge污泥脱水sludgedewatering污泥真空过滤sludgevacuumfiltration 污泥压滤sludgepressurefiltration 污泥干化sludgedrying污泥焚烧sludgeincineration合流水量combinedflow雨水量stormrunoff暴雨强度rainfallintensity人口当量populationequivalent重现期recurrenceinterval降雨历时durationofrainfall地面集水时间timeofflow管内流行时间timeofflow汇水面积catchmentarea充满度depthratio表面水力负荷hydraulicsurfaceloading 固体负荷solidloading堰负荷weirloading容积负荷volumeloading表面有机负荷organicsurfaceloading 污泥负荷sludgeloading需氧量oxygendemand供氧（气）量oxygen(air)supply氧转移率oxygentransferefficiency充氧能力oxygenationcapacity泥饼产率sludgecakeproduction污泥回流比returnsludgeratio污泥浓度sludgeconcentration截流倍数interceptionratio径流系数runoffcoefficient总变化系数peakingvariationfactor生化需氧量biochemicaloxygendemand化学需氧量chemicaloxygendemand耗氧量oxygenconsumption悬浮固体suspendedsolid电镀废水electroplatingwastewater电镀清洗废水electroplatingrinse-wastewater闭路循环closedsystem,closedloop连续处理continuoustreatment间歇处理batchtreatment清洗槽rinsetank连续式逆流清洗continuouscountercurrentrinsing间歇式逆流清洗intermittentcountercurrentrinsing 反喷洗清洗backsprayrinsing清洗用水定额rinsingwaternorm末级清洗槽浓度finalrinsetankconcentration清洗倍率rinsingratio碱性氯化法alkalinechlorinationprocess一级氧化处理firststageoxidationtreatment二级氧化处理secondstageoxidationtreatment槽内处理法tanktreatment铁氧体法ferritertechnique树脂交换容量resinexchangecapacity空间流速spaceflowrate交换流速exchangeflowrate再生周期regenerationperiod洗脱液spentregenerant离子交换柱ionexchangecolumn电解处理法electrolytictreatment电极密度electrodedensity极距electrodedistance双极性电极bipolarelectrode不溶性阳极insolubleanode周期换向periodicreversal脉冲电解pulseelectrolysis流出水头staticpressureforoutflow给水额定流量rateofflow设计秒流量designflowdesignload卫生器具当量fixtureunit设计小时耗热量heatconsumption热水循环流量hotwatercirculatingflow循环附加流量additionalcirculatingflow配水点pointsofdistribution上行下给式upfeedsystem下行上给式downfeedsystem单向供水onewayservicepipesystem双向供水multi-wayservicepipesystem竖向分区verticaldivisionblock明设exposedinstallation暗设concealedinstallation，embeddedinstallation 回流污染backflowpollution空气间歇airgap粪便污水soil生活废水waste水流转角angleofturningflow内排水系统interiorstormsystem外排水系统outsidestormsystem集中热水供应系统centralheatingsystem开式热水供应系统opensystemofhotwatersupply单管热水供应系统singlepipesystemofhotwatersupply 自然循环naturalcirculation机械循环mechanicalcirculation第一循环管系primarycirculatingsystem第二循环管系secondarycirculatingsystem引入管servicepipe,inletpipe排出管buildingdrain,outletpipe立管verticalpipe,riser,stack横管horizontalpipe悬吊管hangedpipe清扫口cleanout检查口checkhole，checkpipe存水弯trap,water-sealedjoint水封waterseal通气管ventpipe,vent伸顶通气管stackvent专用通气立管specificventstack主通气立管mainventstack副通气立管secondaryventstack,assistantventstack 环形通气管loopvent器具通气管firxturevent结合通气管yokevent,yokeventpipe间接排水管indirectwastepipe雨水斗rainstrainer回水管returnpipe卫生器具plumbingfixtrure,fixture气压给水设备pneumatictank 隔油井greaseinterceptor 降温池coolingtank化粪池septictank接触消毒池disinfectingtank。
建筑给水排水基本术语中英对照翻译
建筑给水排水基本术语中英对照翻译Building Water Supply and Drainage Terms Translation建筑给水排水基本术语中英对照翻译IntroductionBuilding water supply and drainage is an essential part of the construction process. Understanding the terminology involved is critical to ensure proper installation and safety. This article will provide a English to Chinese translation of some basic building water supply and drainage terminology for those involved in the construction industry or those looking to improve their language skills.术语Terminology1. Main Water Line: 主供水管2. Supply Line: 供水管道3. Drain Line: 排水管道4. Sewer Line: 污水管道5. Valve: 阀门6. Shut-off Valve: 切断阀门7. Pressure Regulator: 压力调节阀8. Pressure Relief Valve: 减压阀9. Backflow Preventer: 防回流阀10. Floor Drain: 地漏11. Trap: 管道弯头12. Trap Seal: 弯头水封13. Vent: 排气管14. Cleanout: 清洁口15. Water Meter: 水表16. Water Softener: 软水器17. Water Heater: 热水器18. Waste Water: 废水19. Grey Water: 灰水20. Black Water: 黑水Translation and Explanation1. Main Water Line: The main water line refers to the water supply line that brings water from the city or town's main water supply to the building.主供水管：主供水管道是指将城市或镇的主要供水管带水进入建筑物的供水管道。
给排水专业汉英对照
AA/A/O法 anaerobic-anoxic-oxic process(厌氧-缺氧-好氧法)A/O法(厌氧-好氧法) anaerobic-oxic processA-A-O生物脱氮除磷工艺 A-A-O biological nitrogen and phosphorus removal processAB法 Adsorption Biodegradation process(吸附生物降解法)A-O除磷工艺 A-O phosphorus removal processA-O脱氮工艺 A-O nitrogen removal processBMTS型一体化氧化沟 BMTS intrachannel clarifier oxidation ditchBOD-污泥负荷 BOD-sludge loadK型叶轮曝气机 K type impeller aeratorLMPPhoredox nitrogen and phosphorus removal processr射线 gamma rayswater into groundwater aquifer氨氮 ammonia-nitrogen氨化反应 Nitragen氨基酸 amino acid铵盐 ammonium salt奥贝尔(Orbal)型氧化沟 Orbal oxidation ditch巴登福脱氮除磷工艺 Bardenpho nitrogen and phosphorus removal process白水(漂洗废水) white water(bleaching water)板框压滤 plate pressure filtration半渗透膜 semi-permeable membrane棒状杆菌属 corynebacterium薄膜式淋水材料 film packing 能使水流在填料表面形成连续薄水膜的淋水填料。
饱和常数(Ks) saturation constant饱和指数 saturation index,Langelier index 由理论推导公式得出一个指数，以定性地预测水中碳酸钙沉淀或暴雨公式 storm flow formula暴雨径流 storm runoff暴雨溢流井（截留井）storm overflow well, intercepting well 合流制排水系统中，用来截留、控制合流水量苯 benzene苯胺 aniline泵型叶轮暴气器 paddle impeller aerator泵站 pumping house 设置水泵机组、电气设备和管道、闸阀等的房屋。
(完整版)给排水专业英语汇总,推荐文档
废水abwasser废水收集wastewater collecti on废水处理wastewater disposal受纳水体receivi ng waters污染polluti on pollute 污染物poll ntant玷污、污染con tam in ati on致污物con tam inant未污染uncon tam in ated 水污染water polluti on 水污染控制water pollution control水污染防治water polluti on preve ntio n 污水回用wastewater reuseUNIT 2水短缺water scarcity 地表水资源surface water resource管网Pipe Network供水系统water supply system市政配水系统muni cipal distributi on system 建筑给水系统house water supply system 分区供水系统dual distribution system小区micro district 小社区small commu nity 冷水供水系统cold water supply system热水供水系统hot water supply system消防系统fire protectio n system喷淋系统fire protecti on spri nkler system 自动水幕系统automatic dren cher system 半自动水幕系统semi automatic dren cher system 消火栓hydra nt排水系统drain age system生活排水系统san itary system工业排水系in dustrial system雨水排水系统stormwater system合流制comb ined sewers分流制separate sewers建筑排水系统buildi ng drain age system 卫生洁具plumbi ng fixtures卫浴设备bathroom fixtures输水系统water tran smissi on system漏水率leakage rate配水系统water distributi on system环状管网grid system支状管网branching system下水管道san itary sewer污水节流管in tercepti ng sewer污水节流系统in tercept ing sewersystem污水节流井sewage in tercept ing cell 支管collect ion sewer collector sewer生活污水san itary sewagedomestic sewagedomestic wastewater工业污水in dustrial wastewater工业污水/ 液/物in dustrial wastes农业用水agricultural wastewater/wastes 雨水rai nwater stormwater水位waterlevel 海拔、标高elevati on坡度grade 倾斜度slope 明渠Open cha nnelUNIT 1给水工程water supply engin eeri ng 排水工程sewetage engin eeri ng市政工程civil engin eeri ng市政工程师civil engin eer环境工程environmen tal engin eeri ng水文学hydrology水力学hydra nlies水环境n atural aquatic environment流域watershed 水体waterbody地表水surface water新鲜水freshwater地下水gro un dwater含水层aquifer天然含水层n atural aquifer地下含水层un dergr ound aquifer水文循环n atural hydrologic cycle渗滤in filtrati on降水precipitati on渗入precolatio n蒸发evaporati on蒸腾tran spiratio n城市水文循环urba n hydrologic cycle 水源water source水资源water resource取水water withdrawal水处理water treatme nt配水water distributi on 用水water use污水wastewater层流Lam inar flow 滞流粘性流viscous flow 过渡流Tran siti onal flow湍流Turbule nt flow紊流Turbule nee flow涡流Eddyi ng flow雷诺数Teyno Ids nu mber水质Water guality水源Water sources供水水源Water supples原水Raw water 未处理水Un treated water出水Fini shed water原水水质Raw-water quality水质标准Water quality sta ndards水质要求Water quality requireme nts饮用水Drink water\potable water自来水Tap water纯水Pure water 饮用水标准Drinking water sta ndards 饮用水一级标Primary drinking water sta ndards 最大允许浓度Maxmum permissible levelsmaxmum allowable levels 最大污染物浓度Maxmum con tami nant levels主要污染物Primary con tam inants有机化合物Orga nic chemicals合成有机化合物Syn thetic organic chemicals挥发性有机化合物Volatile orga nic ohemicals无机化合物Inorganic chemical微生物Micro orga ni sms\microbes微生物污染Microbial co ntami nants病原微生物Pathoge nic micro organi sms病原体Pathoge nic 病毒Pathoge nic bacteri n细菌Bacteria大肠杆菌Coliform bacteria 病毒Viruses藻类Algae浊度Turbidity放射性Radio nuclide感官性状Esthetic qualities审美Esthetic味Taste嗅Odo色Colour变色Discolourati on变色Discolor水质物理参数Physical parameters of water quality 水的物理性质Physical quality of water浊度值Turbidity values浊度单位Turdidity un it浑浊单位Turdid嗅阈值Threshold odor nu mber化学性质Chemical quality水质化学参数Chemical parameters of water quality 溶解氧Dissolved oxygen (DO)溶解氧浓度Do level溶解氧平衡Do bala nee氧损Oxyge n depleti on有机污染物Orga nic polluta nt生化需氧量Biochemicaloxygen dema nd (BOD) 总氮Total nitroge n (TN)开挖excavati on深度excavati on depth水力分析hydraulic an alysis水头pressure head总水头total headUnit3水头损失Head loss速度头动压头Velocity head 静压Static head摩擦水头Friction head水力坡度线Hydra nlicgrade li重力流Gravity flow水塔Water castle贮水箱Cistern泵站Pump stati on给水泵站Water pump statio n 污水泵站Sewage stati on 提升泵站Lift pump ing pla nt 增压泵Booster pump离心泵Cen trifugal pump潜水泵Submer sible pump 潜水艇Submeri ne深井泵Well pump虹吸虹吸管Siphon人孔Ma nhole法兰Fla nge阀门Valve闸阀Gate valve泵送系统Pump ing system 流量Flow rate流速Fluid velocity保证 Preserve 清洗剂 Clea ning age nt 洗涤剂 Deterge nt 发泡剂 Foam ing age nt泡沫 Foam 化肥 Fertilizer 肥沃的Fertile富营养化 Eutrophicati on 营养的 Trophic 营养水平 Trophic level 生态位 NicheUnit 5原污水 Raw sewage 原废水Raw wastes处理水 Treated wastes 回用水 Redaimed water 水处理过程 Water process ing收集 Collect 处置 Dispose 处理方法 Treatment method处理费用 Treatme nt costs 处理单元 Treatme nt process 运行模式 Operati onal mode 间歇处理方式 Batch treatme nt approach均匀均化 Equalization 均匀 Equalize 调蓄水池Equalizati on storage调节池 Equalizati on tank 蓄水池 Storage tank 降解 Degrade 分解 Decompose分离 Separate 隔离 Separati on 物理法 Physical process 物理处理 Physical treatme nt 物理处理过程Physical treatme nt process一级处理 Primary treatme nt 初步处理 Prelimi nary treatme nt 格栅筛滤Screening格栅 Screen 格栅Bar scree n栅条 Bars 钢栅条 Steel bars 渣耙 Clea ningrakes 圆形破碎机Circular grin der破碎 Grind 除砂Degritt ing砂 Grit 沙 Sa nd 除砂 Grit removal 沉砂池 Grit chamber 沉淀 Settli ng 沉淀池 Settli ng tank 澄清池 Clarifier 初澄清池 Primary clarifier 初沉池Primary settli ng tank一级出水 Primary efflue nt 二级处理 Secondary treatme nt 二级处理工艺Secondary treatme nt process生物处理 Biological treatme nt 二澄清池 Secon dary clarifier 二沉池Secon dary settli ng tank总凯式氮 Total Kjeldahl nitroge n (TKN) 悬浮固体 Suspe nded solids (SS) 总悬浮固体 Total suspe nded solids (TSS) 溶解 Dissolved (DS)总溶解 Total dissolved (TDS) Unit 4溶解的铁和锰 Dissolved iron and mangan ese 硬度 Hard ness 碱度 Alkali nity 盐度 Sali nity 有害物质 Toxic and hazardous materials 氰化物 Cya ni des 急性毒性 Acute toxity 慢性毒性 Chro nic toxity 基因毒性 Ge netic toxicity基因 Ge ne 难降解有机化合物 Refractory orga nic chemicals 永久性有机污染物 Persiste nt orga nic pollutants 致癌化学性Carcinogenic chemicals卤素 Haloge n 甲基 Methyl氯仿 Trichlorometha ne 三氯甲烷 Chloroform 杀虫剂 农药 Pesticide 害虫Pest 杀虫剂 In secticide 除草剂 Herbicide 杀菌剂 Germicide 细菌Germ 防腐剂Preservative最终澄清池Final clarifier最终沉淀池Final settli ng tank二级出水Secon dary efflue nt三级处理Tertiary treatme nt深度处理Adva need treatme nt废水消毒Waste disi nfectio n出流出水Efflue nt flow允许浓度Allowable levels优异出水High-quality polished efflue nt废水处理厂Wastewater treatme nt pla nt污水处理厂Sewage treatme nt pla nt二级处理厂Secon dary treatme nt pla nt城市污水处理Muni cipal wastewater treatme nt 市政工程Muni cipal engin eeri ng土木工程Civil engin eeri ng城市污水处理厂Mun icipal wastewater treatme nt pla nt 污水处理能力Sewage treatme nt capacity电容Capacita nee污水处理设施Mun icipal treatme nt facilities 多反应器设施Multi-reactor facility处理池Treatme nt tank负荷Load负荷Load ings水力负荷Hydrautic load ing污染负荷Polluta nt load有机负荷Orga nic load无机负荷Inorganic load不含化肥、农药无机的Un orga nic周期性负荷Periodic(i ntermitle nt) loadi ng第五部分：物化处理1 .混凝n. coagulati on混凝过程coagulati on process化学混凝chemical coagulati on凝聚n. aggregati on絮凝n. flocculationv. flocculate异向絮凝perik in etic flocculati on同向絮凝orthok in etic flocculati on 混凝剂n.coagula nt 混凝剂投量coagula nt dosage烧杯实验jar test最佳混凝剂投量optimum coagula nt dosage助凝剂coagula nt aid助凝剂flocculation aid 聚电解质n. polyelectrolytes快速混合flash-mix ,rapid-mix 快速混合器flash mixer ,rapid mixer 混合池mixer tank 快速混合池flash-mix tank絮凝器n. flocculator 絮凝池flocculation tank固体接触池solids-co ntact tank澄清n. clarificati onv. clarify澄清池n. clarifier高负荷澄清池high rate clarifier澄清水clarify ing water:.沉淀n. sedime ntati on沉降n. sedime ntati on自由沉降plain settli ng拥挤沉降hin dered settli ng重力沉降gravity settli ng沉淀池settli ng tank沉淀池，沉降池sedime ntati on tank矩形沉淀池recta ngular settli ng tank圆形沉淀池circular settli ng tank管式沉淀池tube settler斜管沉淀池steeply in cli ned tubesettler板式沉淀池parallel-plate settler板式沉淀池plate separator气浮n. floatati on泡沫分离foam separati on溶气气浮dissolved-air floatati on气浮池floatation tank表面撇渣装置surface-skim ming device撇去v. skim浮渣n. scum浮渣槽scum trough刮泥机sludge scraper排泥sludge drawoffsludge withdrawal预沉淀n. presedime ntati on预沉淀池presedime ntati on bas in3. 过滤n. filtration滤池n. filter慢滤池slow filter4. 消毒n. dis in fecti onv. disi nfect 消毒剂n. dis infectantdis infection age nt杀菌齐U n. germicide消毒过程dis in fecti on process消毒副产物dis infection by-products氯化n. chlori nati onv. chlori nate氯化水chlori nated water预氯化n. prechlori nati on氯化消毒副产物by-products of chlori nation化学消毒剂chemical dis infectants液氯liquid chlori ne ,liquefied chlori ne力口氯量，投氯量chlori ne dosage , applied chlori ne自由氯，游离氯free chlori ne ,free available chlori ne化合氯comb ined chlori ne剩余保护residual protect ion余氯residual chlori ne 余氯量chlori ne residual 自由余氯free residual chlori ne 自由氯余量free chlori ne residual 化合余氯comb ined residual chlori ne化合氯余量comb ined chlori ne residuals折点氯化（法）breakpo int chlori nati on折点氯化曲线breakpo int chlori nati on curve 折点加氯量breakpo int dosage氯折点chlori ne breakpo int 压力钢瓶pressured steel cyli nder 臭氧发生器ozone gen erator 需臭氧量ozone dema nd 剩余臭氧量ozone residual 剩余臭氧residual ozone致病微生物，病源微生物pathoge nic microorga ni sms病原体n. pathoge ns致病细菌或病毒pathoge nic bacteria or viruses 纟田菌n. bacteria大肠杆菌coliform bacteria阿米巴氏菌amoebic cysts 孢子，芽孢n. spores 病毒n. viruses藻类n. algae原生动物n. protozoa快滤池rapid filter高速（负荷）滤池high rate filter 砂滤池sand filter慢砂滤池slow sand filter快砂滤池rapid sa nd filter重力滤池gravity filter压力滤池pressure filter过滤介质，滤料filter medium石英砂silica sand无烟煤n. an thracite硅藻土diatomaceous earth煤一砂滤床coal-sa nd beds多层滤料multilayered media混合滤料mixed media双层滤料滤池dual media filter双层滤池two-layer filter粗滤料coarse media细滤料fine media助滤剂filter aid滤后水，滤出水filtered water 滤后水，滤池出水filter efflue nt 滤前水，滤池进水filter in flue nt 浊度穿透turbidity breakthrough过滤周期filter cycle清洗周期clea ning cycle刮砂法scrap ing method 表面刮砂surface scrap ing 反冲洗backwash ing 水力反冲洗hydraulic backwash ing 水力反冲洗hydraulic backwash水力分级hydraulic grad ing 氯胺n. chloram ines次氯酸盐hypochlorites次氯酸钠sodium hypochlorite二氧化氯chlori ne dioxide臭氧n. ozone臭氧化，臭氧消毒n. ozon ati on臭氧化v. ozon ate紫外线（UV） ultraviolet radiation （UV）伽马射线gamma radiati on灭活n. in activati onv. in activate接触时间con tact time需氯量chlori ne dema nd5. 氧化 n. oxidati on还原 n. reductio n 氧化齐 U n. oxida nt 强氧化剂strong oxidiz ing age nt高级氧化法 (AOP) adva need oxidati on process 高级氧化工艺 (AOP) adva need oxidati on process 高级氧化过程 (AOP) adva need oxidati on process 高级氧化技术(AOT)adva need oxidati on tech no logy再生 n. regen erati onv. rege nerate 吸附剂 n. adsorbe nt 吸附质 n. adsorbate 吸附塔，吸附柱 adsorption colu mn 吸附床 adsorpti on bed 空床接触时间empty bed con tact time吸附带 mass tran sfer zone快速小柱试验 rapid small scale colu mn test生物活性炭 (BAC) biological activated carbon 7.离子交换 n. ion excha nge 离子交换树脂 ion excha nge resin 离子交换器 ion excha nger 沉淀软化 precipitati on softe ning电解 n. electrolysis 电除盐(EDI) n.electrodeionization 吹脱、汽提法n.strippi ng冷去卩 n. cooli ng 冷去卩水 cooli ng water 冷去卩塔 cooli ng tower 第六部分生物处理 生物反应器n. bioreactor 微生物 n.microorga ni smsn. microbes微生物种群microbial population微生物生长动力学 microbial growth kinetics1. 迟滞期 lag phase2. 对数生长期 exp onen tial-growth phase3. 减速生长期decli ng growth phase稳定期 stati onary phase4. 内源呼吸阶段 en doge nous stage 内源生长期en doge nous growth phase6.吸附n. adsorpti on 活性炭 (AC) activated carb on 粉末炭 (PAC ) powdered activated carb on 粒状炭(GAC ) granu lar activated carb on 离子交换柱 ion excha nge colu mn 硬度 n. hard ness 除硬hard ness removal软化 n. softe ning v. softe n化学软化 chemical softe ning 沉淀软化 precipitati on softe ning除盐，脱盐 n. desalt in ati onv. desalt去矿化dem ineralizationv. demi neralize离子父换软化法ion excha nge softe ning process离子父换除盐法 ion excha nge desalt ing process 复床 comb ined bed 混合床mixed bed&膜分离membrane separati on 微滤 microfiltrati on 超滤 hyperfiltratio n 纳滤 nano filtrati on 反渗透 reverse osmosis渗透osmosis半透膜 semipermeable membra ne 电渗析 n. electrodialysis 渗析dialysis9.其它处理方法中和n eutralizatio n v. n eutralize 酸性废水 acidic wastes化学沉淀chemical precipitati on混合群落 mixed com mun ities细菌 n. bacteria 原生动物 n. protozoa真菌 n. fun gi 轮虫 n rotifers 生长 n.growth繁殖 n. reproduct ion 世代时间 gen erati on time 生长速率 growth rates 环境因子 environmen tal factors生态因子ecological factors 颗粒活性炭(GAC) granular activated carbon 活性炭纤维 (ACF) activated carbon fiber内源呼吸en doge nous respirati on底物，基质n. substrate底物（基质）利用substrate utilization生物量n. biomass生物反应biological reaction生物氧化biological oxidatio n生物降解n. biodegradati on生物降解性n. biodegradability生物可降解的，可生物降解的 a. biodegradable不可生物降解的 a. non biodegradable生物处理biological treatme nt废水生物处理biological wastewater treatme nt废水生物处理系统biological wastewater treatment system污水生物处理系统biological sewage treatment system 生物处理法biological treatme nt process生物处理装置biological treatme nt unit串联in series悬浮生长处理法suspe nded-growth treatme nt processes 生物固体biological solids活性污泥activated sludge附着生长处理法attached-growth treatme nt processes 附着的微生物attached microbes微生物附着生长attached microbial growth生物膜n. biofilm代谢n. metabolismv. metabolize稳定，稳定化n. stabilizati on生物代谢biological metabolism微生物代谢microbial metabolism好氧的 a. aerobic好氧菌aerobic bacteria好氧微生物aerobic microorga ni sms好氧氧化aerobic oxidati on厌氧的 a. an aerobic厌氧菌an aerobic bacteria厌氧氧化an aerobic oxidati on兼性的 a. facultative兼性菌facultative bacteria好氧环境aerobic environment厌氧环境an aerobic environment营养物n. nu trie nts无机营养物inorganic nu trie nts营养物去除nu trie nt removal营养物生物去除biological n utrie nt removal脱氮除磷n itroge n and phosphorusremoval生物硝化biological n itrificati on硝化菌n itrify ing bacteria生物反硝化，生物脱氮biological den itrification生物除磷biological phosphorus removal1 .活性污泥法activated sludge process微生物n. microorga ni sms n. microbes细菌n. bacteria生物絮体biological floc微生物絮体microbial floc活性污泥activated sludgev. stabilize絮状活性污泥flocculate-bacterial sludge回流活性污泥（RAS） returned activated sludge回流污泥returned sludge回流污泥recycled sludge剩余污泥excess sludge废活性污泥（WAS） waste activated sludge 废污泥waste sludge曝气池aerati on tank曝气池aerati onbas in曝气池aerati on chamber完全混合曝气池completely mixed aerati on bas in活性污泥池activated sludge tank曝气n. aerati on混合n. mixi ng曝气系统aerati on system曝气器n. aerator压缩空气compressed air空气压缩机，空压机air compressor 鼓风机，风机n. blower 循环/ 切换n. cycling/switchover 扩散装置，扩散器n.diffuser空气扩散装置，空气扩散器鼓泡空气扩散装置（扩散器）微气泡扩散装置（扩散器）扩散板plate diffuser 扩散管tube diffuser 扩散罩domediffuserair diffuserbubble air diffuserfin e-bubble diffuser微气泡扩散曝气fin e-bubble diffused aeration微气泡fin e-bubble大气泡coarse-bubble 静态混合器static mixer机械曝气系统mecha ni cal aeratio nsystems机械曝气mecha nical aeratio n表面曝气surface aerati on表面曝气器surface aerator需氧量oxyge n dema nd供气量air supply 氧转移效率oxyge n tansfer efficie ncy可沉降固体settleable solids挥发性固体volatile solids非挥发性固体non volatile solids 挥发性悬浮固体（VSS） volatile suspe nded solids 混合液mixed liquor混合液悬浮固体（MLSS） mixed liquor suspended solids 混合液挥发性悬浮固体（MLVSS） mixed liquor volatile suspe nded solids污泥沉降比（SV）settli ng velocity污泥容积指数（SVI） sludge volume in dex比耗氧速率（SOUR） specific oxygen uptake rate污泥龄sludge age曝气池容积aerati on tank volume曝气时间aerati on period曝气时间aerati on time水力停留时间（HRT） hydraulic reside nee time 水力负荷hydraulic loadi ngBOD 负荷BOD loadingconven ti onal activated sludge processconven ti onal activated sludge process standard activated sludge process传统活性污泥厂conven ti onal activated sludge pla nt阶段曝气活性污泥step aeratio n activated sludge process分段v. step进水负荷in flue nt load分段进水step loadi ng渐减v. taper渐减曝气tapered aerati on接触稳定活性污泥法con tact stabilizati on activated sludge process再曝气n. reaerati on曝气一沉淀一再曝气aeratio n-sedime ntati on-reaerati on完全好氧处理法complete aerobic treatme nt process高负荷（完全混合）活性污泥法high-rate （completely mixed） activated sludge process 延时曝气活性污泥法exte nded aerati on activated sludge process 延时曝气法exte nded aeratio n process延时曝气exte nded aerati on 氧化沟oxidati on ditch 水平转刷horiz on tal rotor转刷曝气rotor aerati on笼型转刷caged rotor 吸附一生物降解工艺（AB法）adsorpti on-biodegradati on process序批式活性污泥法（SBR 法）sequencing batch reactor（SBR） process、序批式活性污泥法（SBR 法）sequential batch reactor（SBR） processSBR 法SBR process序批式反应器（SBR）seque ncing batch reactor （SBR）序批式反应器（SBR）seque ntial batch reactor初沉primary clarificati on曝气n. aerati on二沉sec on dary clarificati on初沉池primary clarifier二沉池sec on dary clarifier泵送系统pump ing system活性污泥法activated sludge process变体n. varia ntSBR运行周期SBR cycle处理周期process cycle进水阶段fill phase进水阀in flue nt valve反应阶段react phase沉淀阶段settle phase清水，上清液clear water 上清液n. super nata nt排水阶段draw phase滗水阶段deca nt phase滗水装置deca nt mecha nism闲置阶段，待机阶段idle phase营养物去除nu trie nt removal营养物生物去除biological n utrie nt removal碳源carb on source硝化n. n itrificati onv. n itrify硝化菌n itrify ing bacteria反硝化n. den itrificati onv. den itrify普通活性污泥法传统活性污泥法标准活性污泥法脱氮n. den itrificati on生物反硝化，生物脱氮biological den itrificati on缺氧一好氧脱氮工艺(A/O法)ano xic-oxic process厌氧一缺氧一好氧法(A2/Oan aerobic-a no xic-aerobic processA-A-O法同步脱氮除磷工艺an aerobic-a no xic-aerobic process脱氮除磷n itroge n and phosphorus removal厌氧氨氧化(ANAMMOX)an aerobic ammonium oxidati on生物除磷biological phosphorus removal膜生物反应器(MBR)membra ne biological reactor2.生物膜法生物膜n. biofilm生物膜反应器biofilm reactor生物滤池n. biofilter生物过滤n. biofiltratio n旋转布水器rotary spri nkler填料n. pack ings塑料管状或蜂窝状填料plastic tubular or hon eycomb-shaped pack ings滴滤池trickli ng filter普通生物滤池trickli ng filter高负荷生物滤池high-rate filter塔式生物滤池tower biofilter曝气生物滤池(BAF) biological aerated filtermetha ne-form ing bacteria有机酸orga nic acids挥发性脂肪酸(VFAs) volatile fatty acids硫酸盐还原sulfate reduction硫酸盐还原菌sulfate-reduc ing bacteria上流式厌氧污泥床(UASB)upflow an aerobic sludge bla nket上升流速upflow velocity厌氧折流板反应器(ABR)an aerobic baffled reactor两段或两级厌氧生物处理two-stage an aerobic biotreatme nt两相厌氧生物处理two-phase an aerobic biotreatme nt产酸相acidoge nic phase产甲烷相metha nogenic phase消化n. digesti onv. digest消化池n. digestor厌氧消化an aerobic digesti on污泥消化sludge digestio n厌氧消化池an aerobic digestor厌氧接触法an aerobic contact process厌氧膨胀床反应器an aerobic expa nded-bed reactor厌氧流化床反应器an aerobic fluidized-bed reactor生物转盘法biodisc process生物转盘rotati ng biological contactor生物转盘n. biodisc塑料盘片plastic discs轻质盘片lightweight discs水平轴horiz on tal shaft生物粘液biological slime粘液层slime layer生物流化床biological fluidized bedbiological fluidised bed生物流化床反应器fluidized-bed bioreactor移动床生物膜反应器(MBBR)movi ng-bed biofilm reactor3.厌氧生物处理发酵n. ferme ntatio nv. ferme ntate产酸细菌n. acidoge ns产甲烷细菌n. metha nogens产酸阶段acidoge nic phase产甲烷阶段metha nogenic phase水解n. hydrolysisv. hydrolysis产酸发酵acidoge nic ferme ntati on产氢产乙酸H2-produc ing acetoge nesis产甲烷metha nogen esis产酸菌acid formers产甲烷菌metha ne formers ,厌氧生物转盘an aerobic rotati ng biological con tactor4.自然生物处理系统自然净化系统n atural purificati on system 稳定塘stabilizati on pondsstabilizati on Iago ons氧化塘oxidati on ponds土地处理系统land treatme nt systems废水土地处理land treatme nt of wastewater 净化过程purificatio n process自然净化n atural purificati on污水塘sewage lago on稳定塘stabilizati on pondsstabilizati on Iago ons氧化塘oxidati on ponds好氧塘aerobic pond兼性塘facultative pond好氧生化反应aerobic biochemical reacti on厌氧生化反应an aerobic biochemical reaction 厌氧分解an aerobic decompositi on厌氧分解decompose an aerobically好氧稳定aerobic stabilizati on纟田菌n. bacteria藻类n. algae微型植物microscopic pla nts出流，出水efflue nt flow光合作用n. photos yn thesis厌氧塘an aerobic pond曝气塘aerated pond修饰塘polish ing pond熟化塘maturati on Iago on深度处理塘adva need treatme nt pond三级处理塘tertiary treatme nt pond土地处理工艺（过程）land treatme nt processes关键因素critical factors土壤类型soil type气候n. climate土地处理系统land treatme nt systems慢速土地处理系统slow rate land treatme nt system低负荷土地处理系统low-rate land treatme nt system三级处理水平tertiary treatme nt level灌溉n. irrigati onv. irrigate土壤的天然过滤和吸附性质n atural filtrati on and adsorpti on properties of soil投配的废水applied wastewater垄一沟表面布水ridge-a nd-furrow surface spreadi ng喷洒布水系统，喷灌布水系统sprin kler systems快速渗滤土地处理系统rapid infiltration landtreatme nt system渗滤一渗透土地处理in filtratio n-percolatio n landtreatme nt快速渗滤rapid in filtration快速渗滤法rapid in filtrati on method过滤作用filteri ng action吸附作用adsorpti on action地表漫流土地处理系统overla nd flow land treatme nt system地表漫流overla nd flow径流集水沟runoff collectio n ditch物理、化学和生物过程physical , chemical , and biological processes湿地n. wetla nd 天然湿地n atural wetla nd人工湿地con structed wetla ndman-made wetla nd第七部分：污泥处理、处置与利用污泥n. sludge生活污水污泥sewage sludge污泥体积，污泥量原污泥，生污泥新sludge volumeraw sludgefresh sludgedigested sludge混合污泥mixed sludge污泥处理sludge treatme nt污泥处置sludge disposal最终处置ultimate disposal填埋n. Ian dfill污泥减量sludge volume reducti on污泥稳定化sludge stabilizati on（污泥）浓缩n. thicke ning 污泥浓缩sludge thicke ning稳定，稳定化n. stabilizati onv. stabilize稳定了的污泥stabilized sludge调理（调节）n. con diti oningv. con diti on脱水n. dewateri ngv. dewater干化n. drying污泥干化场sludge drying bed污泥干燥heat drying干燥器n. dryer 污泥焚烧，污泥焚化n. incin eratio n焚烧炉，焚化炉n. in ci nerator污泥浓缩sludge thicke ning物理过程physical process含水过多的污泥watery sludge稀污泥thin sludge处理装置treatme nt un it浓缩池n. thicke ner重力浓缩gravity thicke ning重力浓缩池gravity thicke ner圆形污水沉淀池circular sewage sedime ntatio n tank 刮泥机sludge scraper 搅拌作用stirri ng acti on 底流n. un derflow浓缩的底流thicke ned un derflow 浓缩污泥thicke ned sludge出水n. efflue nt上清液n. super nata nt溢流v. overflow堰n. weir气浮浓缩floatatio n thicke ning溶气气浮dissolved-air floatati on气浮池floatation tank入流污泥in flue nt sludge污泥絮体sludge flocs撇去v. skim漂浮污泥层floati ng sludge layer污泥消化sludge digestio n消化池n. digester消化池装置digester un it消化n. digesti onv. digest有机固体organic solids生化分解biochemical decompositi on好氧消化aerobic digesti on好氧污泥消化aerobic sludge digesti on好氧消化过程aerobic digesti on process活性污泥池activated sludge tank预制的（成套）活性污泥处理系统prefabricated （package） activated sludge treatme ntsystems预制的接触稳定或prefabricated con tact stabilizati on or延时曝气处理系统exte nded aeratio n treatme nt systemsBOD 负荷BOD loading细胞物质cellular mass内源衰亡en doge nous decay厌氧消化an aerobic digesti on厌氧污泥消化an aerobic sludge digesti on有盖的圆形池covered circular tank消化过程digestio n process厌氧消化过程an aerobic digesti on process 生化反应biochemical reactions有机酸orga nic acids挥发性脂肪酸（VFAs） volatile fatty acids 甲烷气metha ne gas末端产物end product 指示剂n. in dicator污泥消化池气体sludge digester gas污泥沉淀sludge settli ng污泥储存sludge storage消化污泥digested sludge充分消化的污泥well-digested sludge消化池上清液digester super nata nt 中温消化mesophilic digesti on高温消化thermophilic degesti on污泥脱水sludge dewateri ng混合堆肥co-compost ing污泥处理总成本overall sludge-ha ndli ng costs第八部分：废水回用地表水资源surface water resource地下水资源groun dwater resource水短缺water scarcity回用n. , v. reuse11废水回用wastewater reuse直接回用direct reuse直接废水回用direct wastewater reuse间接回用in direct reuse间接废水回用in direct wastewater reuse出水处理efflue nt treatme nt 回用水reclaimed water 排放n. , v. discharge 保留n.reten ti on循环n. recycli ngv. recycle咅B分处理n. partial treatme nt最终用途end use城市污水回用mun icipal wastewater reuse 灌溉n. irrigati on景观灌溉Ian dscape irrigati on地下水回灌groun dwater recharge市政回用mun icipal reuse直接市政回用direct muni cipal reuse深度处理，高级处理adva need treatme nt 分质供水系统dual-distribution system间接市政回用in direct muni cipal reuse供水系统，给水系统water supply system 取水口n. in take天然同化能力n atural assimilative capacity 人工回灌artificial recharge深井注射deep-well injection浅表布水shallow surface spreadi ng渗透n. percolati on工业回用in dustrial reuse废水排放wastewater discharge雨水回用storm waterreuse可回用水reusable waterPart IX : 第九部分：投资成本,投资费（用）capital costs建设成本,建设费（用）con struct ioncosts运行成本,运行费（用）operati ng costs能耗成本en ergy costs运行维护operati on and maintenance运行控制operati onal con trol控制系统con trol system仪表/控制系统in strume ntatio n/c on trol system 自动控制系统，自控系统automatic con trol system工艺废水，过程废水process wastewaters工艺补充水，过程补充水pla nt process makeup water冷去卩塔水cooli ng tower water选择性处理optio nal treatme nt水费water costs回用的城市污水reclaimed muni cipal wastewater工业过程in dustrial processes冷去卩水cooli ng water锅炉给水boiler feedwater灌溉回用irrigati on reuse废水直接灌溉direct irrigation with wastewater低负荷土地处理系统low-rate land treatme nt system间接灌溉回用in direct reuse for irrigati on12。
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。
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1、外文原文（复印件）
Supplying anddraining waterinhospital 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.
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.
一hospital gives a sewerage
1)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.