武汉市污水处理现状

武汉市目前已建成的污水处理厂有8座（其中二级处理6座，一级处理2座），污水处理规模为121．4×10^4m^3／d，到2010年武汉市城市污水处理量将达到183×10^4m^3／d；至2020年，武汉市城市污水处理量将上升到249×10^4m^3／d。武汉市中心城区污水处理厂情况见表1。根据武汉市主城区排水规划，依据现已形成的排水系统及地形条件，     

加拿大萨斯喀彻温省地下水除砷处理系统评价（摘译）

高浓度的铁和砷在萨斯喀锄温省的地下水中非常常见。对小城镇来说，高成本是地下水除砷的一个挑战。四套小型系统分别研究在有臭氧预处理和无臭氧的情况下对高铁（6．4-8．4μg／L）和高砷（14．5-27．2μg／L）地下水中铁和砷的去除。该试验包括：（1）混凝（2）生物活性炭（BAC）过滤（3）慢速砂滤及（4）快速砂滤。混凝去除70％的砷和99．8％的铁，增加臭氧预处理，去除率上升至95％（砷）和95％（铁）BAG系统对除砷和除铁非常有效，平均去除率可以达到97％（砷）和99．8％（铁），增加臭氧预处理，平均去除率提高到99％（砷）和99．9％（铁）。臭氧对铁去除率的增加无统计学意义，P=0．1。慢砂滤系统也十分有效地去除砷和铁，平均去除率为90％（砷）和99．8％（铁）增加臭氧预处理去除率无显著提高。快速砂滤系统平均去除率为50％（砷）和99％（铁），增加臭氧，平均除砷率增加约65％，然而平均除铁率，只有50％。快滤的除砷效果非常不稳定，这可能是由于滤料饱和或者是系统臭氧排气阀启闭导致的滤层松动。     

牛仔服装洗漂废水的处理及回用

介绍了广东省某牛仔服装洗水有限公司洗漂废水处理工程的工艺参数、调试过程和运行效果。该工程设计处理能力为2000m^3／d，采用混凝沉淀＋水解酸化＋接触氧化＋砂滤＋消毒工艺，运行效果较好，出水水质优于《广东省水污染物限值》（DB 44／26--2001）的标准，其中50％的出水回用到了洗漂工序，取得了良好的经济效益和社会效益。     

广东省佛山市高明区中心城区第三污水处理厂一期工程

工程总规模为15×10^4m^3／d,其中一期处理规模为3×10^4m^3／d。采用水解酸化／氧化沟处理工艺,主要设备包括潜污泵、格栅除污机、旋流沉砂器、砂水分离器、潜水搅拌器、吸泥机、鼓风机、污泥带式脱水机、紫外消毒模块等。     

气浮/三级过滤工艺处理低渗透油田回注水

根据胜利油田低渗透区块某联合站的污水水质特征和回注水水质要求,采用溶气气浮／三级过滤（粗滤、精滤、超滤）处理工艺,处理水量为400m^3／d。运行一年多来,出水水质稳定,达到《碎屑岩油藏注水水质推荐指标标准及分析方法》（SY／T5329—94）的A1级标准,环境效益和经济效益显著。     

重庆市万州区高梁镇污水处理工程

工程内容：城区污水管网工程和污水处理厂工程，其中污水管网主要是完善城区排水系统，将现有部分人工或天然沟渠进行分流制改造，新建污水管网，利用原有部分合流制沟渠作为独立的雨水排除系统：处理规模：2800m^3／d；处理工艺：人工快渗；主要构筑物：粗格栅及进水泵房、砂滤池、人工快渗池、反洗沉淀池、办公用房、配电间等；占地面积：6990m^2；建筑面积：84m^2；固定资产投资：1114．63万元，其中配套管网：283．62万元（一类费用），污水处理厂：506．7万元（一类费用）；建设期限：2006年12月底完成全部工程施工，2007年3月1日投入试运行。     

广州市旺隆工业净水(供水)厂二期工程

该工程处理规模为28×10^4m^3／d,采用折板反应／平流沉淀/V型滤池处理工艺,主要设备有：送水泵、滤头滤帽、桁车刮吸泥机、阀门等,占地面积为60hm^2,投资为1．4亿元,主要为增城市新塘镇的漂染工业园（约133hm^2）服务。设计单位：中国市政工程中南设计研究院东莞分院,建设单位：广州市旺隆热电有限公司,建设周期：1年,进展阶段：土建施工。     

平板式MBR处理城市生活污水的性能与经济性分析

采用处理规模为60 m^3/d的平板式膜生物反应器处理城市生活污水,考察了其对有机物和氨氮的去除效果,并对工程投资和运行费用进行了分析.结果表明,MBR系统对COD、BOD5和NH4^＋-N的平均去除率分别为93.1%、99.1%和89.0%;出水水质达到了《城市污水再生利用城市杂用水水质》（GB/T 18920-2002）和《城市污水再生利用景观环境用水水质》（GB/T18921-2002）中河道类观赏性景观环境用水的水质要求.该系统的单位工程投资为2 200元/m^3,运行成本为1.34元/m^3.与传统的中水处理工艺相比,该工艺具有一定的综合优势.     

复合垂直流渗滤系统处理城镇生活污水研究

采用复合垂直流渗滤系统处理城镇生活污水,试验结果表明,经过1个月左右的启动阶段,系统出水水质基本达到稳定;复合垂直流渗滤系统能承受较高的有机负荷,采用沉淀作为其前处理工艺的效果较为理想;综合考虑净化效果和处理能力,复合垂直流渗滤系统的水力负荷宜控制在O.32～0.60 m^3/（m^2·d）;出水COD浓度与填料层深度呈负指数相关.当处理初沉池出水时,由于颗粒态COD的含量较高,初始的20 cm填料层对其去除率相对较高,占总去除率的49.5%;当处理EGSB出水时,由于颗粒态COD的含量较低,各填料层对COD的去除效果相差不大.     

浸没式超滤在短流程净水厂改造工程中的应用

济南市某水厂设计处理规模为5×104 m3/d,原采用微絮凝+砂滤+消毒短流程处理工艺,为适应原水水质变化,并满足《生活饮用水卫生标准》（GB 5749—2006）,在充分利用原有设施的基础上,将砂滤池改造为浸没式超滤膜池,并新建高密度沉淀池及污泥处理设施,改造后处理规模达到7×104 m3/d。介绍了技术改造的设计思路和经验,并分析了改造前后净水效果。运行数据表明,调试运行投产以来,出水水质稳定优于《生活饮用水卫生标准》（GB 5749—2006）,出厂水浊度、菌落总数等指标较改造前有较大提升,可为传统快滤池改造成浸没式超滤膜池提供技术借鉴。该改造工程投资约6 500万元,单位经营成本仅增加0.57元/m3。     

西安市北石桥污水深度处理回用工程设计

西安市北石桥污水深度处理回用工程设计规模10万m3/d,近期先实施5万m3/d深度处理厂工程及部分供水管网。处理工艺是在调查用户以及工艺模型试验基础上确定的,即采用混凝、沉淀、过滤工艺,处理后的水回用于工业和市政绿化。     

河北科技大学中水处理站的设计与运行

为了节约水资源,河北科技大学建设了规模为3 200 m3/d的中水处理站,采用一种新的组合工艺———物化预处理/接触氧化/曝气生物滤池/砂滤/消毒工艺,出水水质达到了《城市污水再生利用城市杂用水水质》(GB/T 18920—2002)标准。该工艺具有处理效率高、运行稳定、操作控制方便等特点,可广泛应用于类似污水及中水处理的实际工程。     

Slow sand filtration as a technique for the tertiary treatment of municipal sewages

The investigation was designed to demonstrate the viability, or otherwise, of slow sand filtration as a means of tertiary treatment for secondary effluents derived from conventional aerobic, biological treatment processes operating with municipal wastewaters. Secondary effluents derived from both an activated-sludge plant and from a percolating filtration plant were employed.The basic slow sand filtration unit used consisted of a 140 mm i.d. perspex cylinder, 2.65 m in height containing a 950 mm depth of fine sand. Treatment rates were either 3.5 or 7.0 m d⁻¹ and the sand used was of an effective size initially of 0.3 mm and then later of 0.6 mm.This investigation has demonstrated that a laboratory-scale slow sand filtration unit is capable of consistently removing at least 90% of the suspended solids, more than 65% of the remaining BOD and over 95% of the coliform organisms from the settled effluent from an operational percolating filter plant. The length of operational run averaged 20 days at 3.5 m d⁻¹ and 13 days at 7.0 m d⁻¹. Slightly inferior results were achieved when using the settled effluent from an operational activated sludge unit.Further investigation employing a horizontal-flow gravel pre-filter demonstrated that at flows of 2 m h⁻¹ with a contact time of 33 min up to 82% of the suspended solids in the secondary effluent could be removed prior even to slow sand filtration.     

Toxication or detoxication? In vivo toxicity assessment of ozonation as advanced wastewater treatment with the rainbow trout

Ozonation as advanced wastewater treatment method is an effective technique for micropollutant removal. However, the application of this method carries the inherent danger to produce toxic oxidation byproducts. For an ecotoxicological assessment conventionally treated wastewater, wastewater after ozonation and ozonated wastewater after sand filtration were evaluated in parallel at an operating treatment plant via the fish early life stage toxicity test (FELST) using rainbow trout (Oncorhynchus mykiss).The FELST revealed a considerable developmental retardation of test organisms exposed to ozonated WW. This was accompanied by a significant decrease in body weight and length compared to reference water, to the conventionally treated WW and to the ozonated water after sand filtration. Hence sand filtration obviously prevents from adverse ecotoxicological effects of ozonation.An additional test with yolk-sac larvae resulted in a significant reduction of vitellogenin levels in fish exposed to ozonated wastewater compared to fish reared in conventionally treated wastewater. This demonstrates the effective removal of estrogenic activity by ozonation.Adverse ozonation effects may have been a result of the conversion of chemicals into more toxic metabolites. However, sand filtration reduced toxication effects indicating that these oxidation byproducts are readily degradable or adsorbable. The results indicate that in any case ozonation should not be applied without subsequent post treatment appropriate for oxidation byproducts removal (e.g. sand filtration).     

Pre-Filtration of Very Highly Turbid Waters Using Pebble Matrix Filtration

As A SOLUTION to very high turbidity problems associated with slow sand filters, a new pretreatment method has been developed at University College, London. Initial experiments with a model using a bed of fine sand (effective diameter d. = 0.32 mm) demonstrated that maximum loadings on slow sand filters should not exceed 25 mg/1 at a filtration velocity of 0.2 m/h for satisfactory run times (approximately 5 weeks). However, a literature survey revealed that many tropical rivers may carry several hundred (or even a few thousand) milligrammes per litre of suspended solids during monssoon periods. A need for pretreatment methods is therefore obvious.
A novel process, called pebble matrix filtration, can protect slow sand filters by reducing the suspended-solids concentration of monsoon river waters (containing up to 5000 mg/1) to below 25 mg/1. The paper briefly describes the principles lying behind the treatment process of pebble matrix filtration, and suitable operational parameters are given at flow rates of 0.72–1.56 m/h for tested suspended-solids concentrations of 500, 1000, 2000 and 5000 mg/1 kaolin clay in London tap water, with achieved run times of up to 116 h to head losses not exceeding 1.5 m. Filter cleaning is described by a method called 'drainage and backwash'.     

Removal of individual off-flavour compounds in water during artificial groundwater recharge and during treatment by alum coagulation/sand filtration

The removal of individual off-flavour compounds during artificial groundwater recharge has been compared to the removal of such compounds during conventional alum coagulation/sand filtration. By using an evaluation technique based on gas chromatography with both instrumental and sensory detection (“column sniffing”) it was shown that alum coagulation/sand filtration had no significant effect on any of the off-flavour compounds that could be detected in the raw water samples (geosmin, 2-methylisoborneol, 2-isopropyl-3-methoxypyrazine, 2,4,6-trichloroanisole, 1-octen-3-one, 1-nonen-3-one, dimethyl trisulphide and a number of unidentified muddy or musty odours). During artificial groundwater recharge in sand and gravel ridges, however, the concentrations of all these compounds were substantially reduced, thus proving that artificial groundwater recharge is not only a suitable method for water storage but can also be an effective method for removing muddy and musty odours. The successful use of the column-sniffing technique for evaluating water treatment methods has shown the potential of this technique in resolving some of the present disagreements concerning the effectiveness of different treatment methods for removing tastes and odours from water.     

The Use of Limestone Bed Filtration for the Treatment of Ferruginous Groundwater

A pilot plant, consisting of limestone bed and sand filtration units, has been built 15 km south of Cairo to serve about 400 people. The plant comprises three limestone filter units (operated in series) and two sand filters. Operation of the pilot plant has shown that a packed limestone filter unit is a simple and cheap method of removing iron from ferruginous groundwater. The results demonstrate an iron removal rate of about 60% after passing through one 1.15?m deep limestone filter operating with a surface loading rate up to 1.4 m³/m². h. The overall iron removal after one limestone filter followed by sand filtration was more than 90%.     

Development of biological filter as tertiary treatment for effective nitrogen removal: Biological filter for tertiary treatment

A biological filtration process applicable to tertiary treatment of sewage for effective nitrogen removal was developed. It consisted of a nitrification filter (Filter 1) and/or a polishing filter with anoxic and oxic parts (Filter 2). A pilot plant set at a municipal sewage treatment plant was operated for 525 d with feed of real sewage. The maximum apparent nitrification rate in Filter 1 in winter was 0.54 kg N/m3- filter-bed d. In Filter 2, the maximum denitrification capacity was 4 kg N/m3 filter-bed d) in winter. SS was stably removed and high transparency water was obtained. The target water quality (SS, BOD, and T-N5 mg/L) was accomplished in winter with the LV of 202 m/d in Filter 2, which corresponds to 0.24 h of HRT. These results proved that this process is compact, stable, convenient to install, and cost effective to build and operate as tertiary treatment to remove nitrogen effectively.     

桃花岛面源污染示范工程的汇处理系统设计

汉阳地区桃花岛示范工程的汇处理系统是为了净化源处理系统所收集的雨水和道路排水。汇处理系统的设计包括人工湿地系统设计和多塘系统设计。人工湿地设为2组,其中,水平潜流人工湿地处理水量为560 m3/d,面积为4 500 m2;复合潜流人工湿地处理水量为700 m3/d,面积为5 200 m2。系统出水水质达到《再生水回用于景观水体的水质标准(CJ/T95—2000)》。