净水厂排水排泥处理的资源化、无害化

天津中心城区由新开河水厂、凌庄水厂和芥园水厂供水，3大水厂总供水规模为200万m^3/d。新开河水厂净水工艺流程中产生的滤池反冲洗排水和沉淀池排泥当前全部排入新开河；芥园水厂净水工艺流程中产生的滤池反冲洗排水和沉淀池排泥当前全部排入南运河：而凌庄水厂净水工艺流程中产生的滤池反冲洗排水和沉淀池排泥直接排入该厂小预沉池．     

曝气生物滤池深度处理石化废水的试验研究

采用接种挂膜法，以中试规模的曝气生物滤池（BAF）深度处理某石化企业经纯氧曝气处理后的二级出水，考察了正常负荷和冲击负荷下的处理效果，确定了反冲洗参数。结果表明，正常负荷下采用低滤速运行时，BAF对COD和浊度的平均去除率分别为34．1％和84％；采用高滤速运行时BAF对COD和浊度的平均去除率分别为35．3％和86．6％。BAF具有较强的耐冲击负荷能力，在进水COD平均为78．9mg／L、浊度平均为3．64NTU的条件下，对COD和浊度的平均去除率分别为55．4％和81．9％。采用先气冲后水冲的方式对BAF进行反冲洗，气冲时间为2min，强度为25m^3／（h·m^2），水冲时间为8min，强度为12．5m^3／（h·m^2），反冲洗周期为1个月，反冲洗后生物膜中微生物的活性可较快恢复。     

滤池反冲洗时间控制模式的分析与优化

研究了给水厂滤池反冲洗排水浊度随时间的变化情况，探讨了反冲洗时间的控制模式。结果表明，在给水厂综合运行费用中混凝剂起控制作用，反冲洗水费所占比例〈15％；反冲洗水量占水厂自用水量的比例较大（约70％～90％），降低反冲洗水量是水厂节约自用水量的关键。反冲洗工况的优化条件是指在满足滤池再生的基础上尽量缩短反冲洗时间，通过对目前我国常用反冲洗控制模式进行技术经济分析，发现定时法是适合滤池反冲洗的控制模式。     

饮用水厂普通快滤池改造为V型滤池的可行性探讨

针对上海市自来水奉贤有限公司第三水厂一期普通快滤池存在冲洗效果差、反冲洗频繁、水耗和电耗高、管理操作复杂等问题,拟将普通快滤池改造为V型滤池。运行结果表明,改造后能够达到V型滤池的处理效果,且可减少反冲洗用水量并降低能耗,以期全面提升水厂管理水平,实现自动化控制的发展目标。     

V型滤池的安装

茂名市自来水公司第二水厂首期工程供水能力为10万m^3／d,采用当今广泛流行的V型滤池。该滤池使用长柄滤头配水系统、均粒径石英砂滤料及气水反冲洗工艺,滤池的全套设备均由比利时政府贷款,从THYSSEN公司引进,滤池的生产作业实行PLC全自动化控制。笔者参加了此滤池的安装工作,     

生物砂滤池气水反冲洗的最佳运行参数确定

以反冲洗最终出水浊度及反冲洗前、后生物砂滤池中生物量和生物活性的变化率为评价指标，通过正交试验确定了生物砂滤池气水反冲洗的最佳运行参数。结果表明，反冲洗后生物砂滤池中的生物量较反冲洗前减少了5．43％～23．18％，生物活性较反冲洗前提高了10．53％～34．48％。气水反冲洗的最佳运行参数：单独气冲强度为10L／（m^2·s）、单独气冲时间为2min，联合冲洗水冲强度为4L/（m^2·s）、联合冲洗气冲强度为10L/（m^2·s）、联合冲洗时间为5min，水冲强度为8L/（m^2·s）、水冲时间为4min，其中气冲强度和水冲时间是影响滤池反冲洗效果的重要因素。     

气水反冲洗滤池在供水厂中的应用

许昌市周庄水厂的供水能力为10×104m3/d,实现了PLC自动控制。现将该厂二期工程所建的气水反冲洗滤池作一简单介绍。1滤池工作概况①过滤:沉后水经滤层→滤砖→出水阀门→封闭式汇水总渠,投氯消毒后进入清水池。②反冲洗分为3种方式,a.强制反冲洗,根据实际需要随时进行;b.按照设定的运行周期进行反冲洗;c.根据水头损失确定是否进行反冲洗。滤池系统采用3种控制方式:①全自动运行,计算机根据检测到的各个滤格的水位和各项运行参数,自动控制滤池的反冲洗鼓风机、冲洗泵、阀门的开关量等;②远程手动遥控操作,通过操作计算机键盘而达到操作设…     

上海星火中法供水厂生产污水处理工程

工程概况：本工程是对星火中法供水厂制水过程中产生的排泥水及滤池反冲洗排水进行处理。设计污水量为6600m^3／d．设计污泥量为9．5TDS／d，项目总投资2192．22万元，静态投资2174．16万元。     

滤池反冲洗废水预处理技术研究进展

总结了国内外水厂滤池反冲洗预处理的现状,介绍了可用于预处理滤池反冲洗废水的6种工艺,并分析了各种工艺的优缺点,以更好地回收处理滤池反冲洗废水,从而达到节约水源、保护环境的目的。     

浅谈南洲水厂臭氧投加工艺安装和运行

南洲水厂是经广州市计委批准建设的广东省、广州市市政重点工程，设计供饮用净水能力为100万m^3／d，投资达25．9亿元人民币的特大型水厂，建设周期自1998年开始建设了50万m^3／d清水池-絮凝沉淀池叠池和投矾室、投氯室、投氨室、反冲洗机房（土建工程部分），至2000年完成该部分工程就暂停下来。到了2003年4月份又开始，一期建设余下的西海取水泵站（包括取水头部、虹吸管、拦污厂房、吸水井及其设备安装、取水泵站（包括土建、机电工程、外电源）及附属建筑物、25．5km的双线DN2200原水管、前臭氧投加接触池、配水池、清水池一絮凝沉淀池叠池、滤池及其连通管。投矾室、投氯室、投氨室、反冲洗机房（机电安装部分），提升泵站、后臭氧投加接触池、制氧间及液氧储备、臭氧发生间、活性炭滤池及其反冲洗机房、电站、送水泵站、污泥处理池体及脱水机房、输水管工程。该工程投资大，使用新工艺、新设备较多，工艺较复杂，     

BIOFILM FORMATION IN GRANULAR-BED FILTERS

A high microbiological quality of drinking water must be ensured to protect public health. The filtration techniques that are used in treating drinking water play an important role; however, a biofilm can form on granular-media filters and the accumulated bacteria can slough off and enter the filtered water.
The aim of this research was to examine (a) the potential for biofilm formation and detachment from filter sand, and (b) the effect of different backwash regimes on biofilm removal. During the operation of the filter, bacteria became attached to the sand media, particularly in the top 30 mm of the filter bed. A water-only backwash at 20% and 40% bed expansion demonstrated poor removal of biofilm throughout the depth of the bed. Collapse-pulsing is a more efficient method and results in a reduction in the number of bacteria in the filtered water.     

某水源地取水工程的取水量保证程度分析

通过分析某水源地的含水层特征、富水性及水质,探讨了将其作为电厂供水水源的可行性.结果表明,该水源地的地下水总排泄量为12.05 m^3/s,其水质、水量均能满足要求;适宜的开采方案为陕西开采2.5 m^3/s,山西开采3.0 m^3/s.根据开采放水试验资料推算,自流开采区的自流量为2.41 m^3/s,用泵开采区的可开采量为0.71 m^3/s,总开采量可达3.12 m^3/s;消除山西铁匠铺水源地同时开采的影响,开采量仍可达2.75 m^3/s,其中自流量为2.08 m^3/s.另外,开采地下水对天桥大坝的稳定性无影响.     

混凝—微滤工艺去除膜反洗水中有机物的试验研究

采用混凝-微滤工艺处理混凝-超滤中试装置的膜反洗水(MBW),将试验原水和出水经不同截留分子质量的超滤膜过滤,分析了不同分子质量区间的有机物分布.此外通过改变混凝剂(FeCl3)投量、采取投加粉末活性炭(PAC)等措施,考察了MBW中有机物的去除率与FeCl3投量、处理工艺(混凝-微滤、混凝-PAc吸附-微滤工艺)的关系.研究结果表明,MBW中DOC主要分布在分子质量>30 ku和分子质量<1 ku的区间内,THMFP、UV254主要集中在分子质量<1ku的区间内;混凝过程能有效去除分子质量>30 ku的大分子有机物,PAC能有效去除小分子有机物;随混凝剂投量的增加,对DOC、UV254、THMFP的去除率均有不同程度的提高.     

普通快滤池改造为气水反冲洗均质滤料滤池工程实践

针对大连大沙沟净水厂原有普通快滤池过滤周期短、产水量下降、反冲洗效果不佳等问题,进行了技术改造。将原有中阻力陶瓷滤砖配水系统改为Azurfloor整体滤板小阻力长柄滤头配水,煤-砂滤料改为石英砂均质滤料,单一水反冲洗改为气水反冲洗,并完善了滤池的自动控制系统。运行情况表明,改造后滤池出水水质提高,反冲洗效果明显改善,产水量增加了10×104m3/d,运行成本减少且滤站实现了自动化运行,经济效益和社会效益显著。     

浸入式膜系统回收膜反洗水的试验研究及工程应用

为提高超滤膜系统的产水率,采用混凝/粉末活性炭/浸入式膜组合工艺,对中试超滤膜反洗水进行了回收处理。结果表明,膜反洗水中的有机物浓度较高,以DOC表征的有机物主要分布在MW30 ku和MW1 ku区间内;回收系统的平均出水浊度为0.07 NTU;当FeCl3和PAC的投量均为15 mg/L时,出水CODMn平均为2.81 mg/L,平均去除率达到了50.7%;回收系统出水的pH和微生物指标均满足《生活饮用水卫生标准》(GB 5749—2006)的要求。将该反洗水回收工艺应用于杨柳青水厂的膜处理示范工程,可使系统的产水率从79.85%提高到98.03%,可减少废水排放量达33×104m3/a。     

Biofiltration for removal of BOM and residual ammonia following control of bromate formation

Nitrification was developed within a biological filter to simultaneously remove biodegradable organic matter (BOM) and residual ammonia added to control bromate formation during the ozonation of drinking water. Testing was performed at pilot-scale using three filters containing sand and anthracite filter media. BOM formed during ozonation (e.g., assimilable organic carbon (396-572 microg/L), formaldehyde (11-20 microg/L), and oxalate (83-145 microg/L)) was up to 70% removed through biofiltration. Dechlorinated backwash water was required to develop the nitrifying bacteria needed to convert the residual ammonia (0.1-0.5 mg/L NH(3)-N) to nitrite and then to nitrate. Chlorinated backwash water resulted in biofiltration without nitrification. Deep-bed filtration (empty-bed contact time (EBCT) = 8.3 min) did not enhance the development of nitrification when compared with shallow-bed filtration (EBCT = 3.2 min). Variable filtration rates between 4.8 and 14.6 m/h (2 and 6 gpm/sf) had minimal impact on BOM removal. However, conversion of ammonia to nitrite was reduced by 60% when increasing the filtration rate from 4.8 to 14.6 m/h. The results provide drinking water utilities practicing ozonation with a cost-effective alternative to remove the residual ammonia added for bromate control.     

原水预臭氧化对常规处理工艺的影响

杭州南星水厂的原水经预臭氧处理后,砂滤池除铁、锰作用得以加强并发挥了生物除氨氮作用,但反冲时滤砂难以洗净,池壁还滋生了青苔;混凝效果得到强化,矾耗降低.通过生产性试验分析了原水预臭氧化对常规工艺的不利影响,认为原水由预氯化变为预臭氧化后,生物砂滤池宜改为气水反冲洗方式,斜管沉淀池和滤池宜采用遮阳方法防止池内滋生藻类,另外从成本方面考虑,用投加臭氧来降低矾耗是不经济的.     

Impact of backwashing procedures on deep bed filtration productivity in drinking water treatment

Backwash procedures for deep bed filters were evaluated and compared by means of a new integrated approach based on productivity. For this, different backwash procedures were experimentally evaluated by using a pilot plant for direct filtration. A standard backwash mode as applied in practice served as a reference and effluent turbidity was used as the criterion for filter run termination. The backwash water volumes needed, duration of the filter-to-waste period, time out of operation, total volume discharged and filter run-time were determined and used to calculate average filtration velocity and average productivity.     

Are meiofauna transient or resident in sand filters of marine aquariums?

A paradoxical situation was found in the sand filters of a cold marine mesocosm: meiofaunal masses which were large enough to inhibit the mineralization and nitrification processes coexisted with nitrogen cycling bacteria. To test whether the copepod-dominated meiofauna were resident and actively feeding or transient and carried passively through the sand filters, residence times (RTs) were measured for various meiofaunal groups in a newly started filter and in a long established one. Most meiofauna colonized the newly started filter in less than 6 h, but their RTs were less than 24 h. In contrast, RTs were 147d for halacarids, 291 d for harpacticoid copepods and 1228d for nematodes in the long established filter. Mesocosm periphyton. which occupied a large fraction of the mesocosm surface area and was characterized by high meiofaunal densities, was probably the main source of meiofauna in the sand filters. Pool sediments, consisting of gravel or sand, were second to periphyton and contributed hydrozoans and mesopsammic species to the filters. The small copepod Pseudonychocamptus proximus progressively replaced the large Tisbe furcata in sand filters during the fall of 1995 and was responsible for the large increase in meiofaunal biomass observed after spring 1996. This replacement was presumably facilitated by the copepod size selection process operated by the filters. Large copepods were retained by the surface layer of sand or brought up by the backwash water and then exit the mesocosm through the drain. High meiofaunal populations did not significantly affect nitrogen cycling bacteria in sand filters probably because meiofauna also fed on other abundant food sources which were carried in by the water flow.     

珊瑚砂水下不分散混凝土性能试验研究

研究了水泥用量、絮凝剂掺量、砂率对海水拌和珊瑚砂水下不分散混凝土性能的影响.结果表明:珊瑚砂水下不分散混凝土单位用水量为235～283 kg/m3时,砂率对单位用水量的影响最为显著,用水量随砂率增加而增大;水泥用量为400～490 kg/m3时,28 d抗压强度在26～39 MPa之间,可配制C20～C30水下不分散混...