共查询到18条相似文献,搜索用时 156 毫秒
1.
主要介绍三亚市高新技术产业园田独污水处理厂采用曝气生物滤池工艺的设计思考以及主要设计参数,包括污水处理厂进出水水质、工艺流程、预处理及后续处理构筑物设计等,重点介绍了曝气生物滤池池型选择、滤池滤料选择、滤池负荷参数、滤池布水布气及反冲洗系统设计、滤池运行控制流程等。 相似文献
2.
3.
在我国南方地区,在微污染水源处理工程中采用给水曝气生物滤池工艺应用较多,以广东某水厂微污染处理工程的成功实践,介绍了一种新型生物滤池的设计参数以及运行情况,运行数据证明,该种生物滤池对氨氮的去除效率高,且运行成本低,工艺具有推广价值。 相似文献
4.
本文对曝气生物滤池用于城市污水和工业废水的深度处理进行了试验研究。分析了曝气生物滤池、纤维球过滤作为主体工艺对城市污水二级处理厂出水进行深度处理的工艺可行性 ;研究了曝气生物滤池的运行特性 ;考察了采用曝气生物滤池、纤维过滤、活性炭吸附、微滤以及反渗透工艺对工业废水二级出水进行深度处理后回用于循环冷却水系统补水的可行性和可靠性。试验结果表明 :①曝气生物滤池对二级处理后的城市污水 (试验Ⅰ )和工业废水 (试验Ⅱ )中COD的去除率分别为2 5 1%和 5 5 6 % ,出水COD浓度为 33mg/L和 33 6mg/L ,对BOD均有 70 %以上的去除率 ,并且对SS及浊度、氨氮均有很高的去除率 ;②曝气生物滤池对SS与浊度的去除率随进水滤速升高呈直线下降趋势 ,而对COD的去除率在某一个滤速范围内达到最高 ,此时滤池内有机负荷为 1~ 1 5kg COD/ (m3 ·d) ,有效水力停留时间为 1~ 1 5h ;③曝气生物滤池中的溶解氧浓度随填料层增高呈线性增加的趋势 ,COD的去除率沿填料层高度变化为非线性的 ,在试验Ⅰ中 1 5~2m之间的填料层内对COD的去除率最高 ;④根据COD和SS去除率的变化判断反冲洗的周期 ,采用气水联合的方式对曝气生物滤池进行反冲洗 ,反冲洗后曝气生物滤池需要一定的时间才能恢复对污染物的去除能力 ,试 相似文献
5.
6.
7.
8.
曝气生物滤池不同滤料高度除污性能分析 总被引:1,自引:0,他引:1
在水力负荷为5m/h,汽水比为1~2的条件下,在曝气生物滤池(BAF)正常稳定运行时,对曝气生物滤池不同滤料层高度的除污性能进行研究分析。实验结果表明:曝气生物滤池对浊度、COD、NH4+-N及色度的去除均有不错的去除效果。并且浊度、COD、色度的去除主要发生在滤料高度为0~50cm处,而NH4+-N的去除主要发生在滤料高度的50~90cm处。 相似文献
9.
10.
根据曝气生物滤池的水力负荷和有机负荷的特性,在gPROMS软件中进行对曝气生物滤池的除碳、硝化和曝气过程的建模研究,仿真进水水质、流量、曝气量等与出水水质的关系,有助于实现工艺设计验证和曝气的自动控制. 相似文献
11.
12.
采用曝气生物滤地(BAF)工艺处理某污水处理厂模拟二级出水,研究了水力负荷及滤料层高度对NH_3-N去除效果的影响.试验结果表明,当进水NH_3-N≤25 mg/L时,平均NH_3-N去除率达到93.12%,出水NH_3-N可降至3 mg/L以下.当水力负荷为1.44 m~3/(m~2·h),HRT为1.8 h时,氨氮的去除效果最好,去除率达到95.32%,出水NH_3-N在1.5 mg/L以下.BAF对NH_3-N的去除作用主要发生在滤料的中上层. 相似文献
13.
14.
An experiment was carried out to investigate the anti-ammonium shock load capacity of a biological aerated filter (BAF) composed of a double-layer bed. This bed was made up of a top layer of ceramic and a bottom layer of zeolite. The experiment shows that the anti-ammonium shock load process can be divided into two processes: adsorption and release. In the adsorption process, the total removal efficiency of ammonia nitrogen by zeolite and ceramic was 94%. In the release process, the ammonia nitrogen concentration increased significantly and then gradually returned to the normal level four hours after the shock load. The results indicated that the double-layer BAF had a high level of adaptability to the short-term ammonium shock load and long-term operation. The main factors influencing the dynamic process of ammonia nitrogen adsorption were the filter bed height, ammonia nitrogen concentration of influent, and flow rate. The bed depth service time (BDST) model was used to predict the relationship between the filter bed height and breakthrough time at different flow rates, and the results are reliable. 相似文献
15.
16.
曝气生物滤池升级改造中深度脱氮的试验研究 总被引:1,自引:0,他引:1
某城市污水处理厂以曝气生物滤池(BAF)为主要处理工艺,现面临升级改造。设计处理水量2m3/d的中试装置,分别进行前置反硝化和以甲醇为碳源的后置反硝化试验研究,并优化各处理单元的运行参数。其中前置反硝化工艺回流比为125%,单池水力停留时间为20min,CN池和N池的气水比分别为4∶1和3∶1,后置反硝化工艺的水力停留时间为45min,CN池和N池的气水比分别为6∶1和5∶1,甲醇投加量为30mg/L。通过核算建设成本与运行费用,推荐了以前置反硝化为核心的升级改造方案。 相似文献
17.
In order to accomplish the biological nutrient removal with a weak sewage at low temperature, a hybrid process consisted of anoxic denitrifying phosphorus accumulating organism (dPAO) and nitrifying biological aerated filter (BAF) was studied in both lab and field pilot plants with weak sewage. The biofilm BAF was used as a post-nitrification process that provided sufficient nitrate to suspended growth dPAO. The anoxic/BAF configuration could remove nitrogen and phosphorus appreciably compared to other BNR systems. The enhanced biological phosphorus removal (EBPR) was mainly occurred in anoxic zone of suspended growth reactor. It has been found that P removal efficiency of dPAO was enhanced with an addition of a short oxic zone in suspended reactors compared to that of without oxic zone. However, the degree of aerobic P uptake in oxic zone was far lower than anoxic P uptake. The operating results of field plant indicated that dPAO/BAF configuration successfully reduced the adverse temperature effects at lower than 15 degrees C. 相似文献
18.
In the early 1990s, the Wastewater Treatment Plant (WWTP) of Frederikshavn, Denmark, was extended to meet new requirements for nutrient removal (8 mg/L TN, 1.5 mg TP/L) as well as to increase its average daily flow to 16,500 m(3)/d (4.5 MGD). As the most economical upgrade of the existing activated sludge (AS) plant, a parallel biological aerated filter (BAF) was selected, and started up in 1995. Running two full scale processes in parallel for over ten years on the same wastewater and treatment objectives enabled a direct comparison in relation to operating performance, costs and experience. Common pretreatment consists of screening, an aerated grit and grease removal and three primary settlers with chemical addition. The effluent is then pumped to the two parallel biological treatment stages, AS with recirculation and an upflow BAF with floating media. The wastewater is a mixture of industrial and domestic wastewater, with a dominant discharge of fish processing effluent which can amount to 50% of the flow. The maximum hydraulic load on the pretreatment section as a whole is 1,530 m(3)/h. Approximately 60% of the sewer system is combined with a total of 32 overflow structures. To avoid the direct discharge of combined sewer overflows into the receiving waters, the total hydraulic wet weather capacity of the plant is increased to 4,330 m(3)/h, or 6 times average flow. During rain, some of the raw sewage can be directed through a stormwater bypass to the BAF, which can be modified in its operation to accommodate various treatment needs: either using simultaneous nitrification/denitrification in all filters with recirculation introducing bottom aeration with full nitrification in some filters for storm treatment and/or post-denitrification in one filter. After treatment, the wastewater is discharged to the Baltic Sea through a 500 m outfall. The BAF backwash sludge, approximately 1,900 m(3) per 24 h in dry weather, is redirected to the AS plant. Primary settler sludge and the combined biosolids from the AS plant are anaerobically digested, with methane gas being used for generation of heat and power. On-line measurements for the parameters NO3, NO2, NH4, temperature as well as dissolved oxygen (DO) are used for control of aeration and external carbon source (methanol). Dosing of flocculants for P-removal is carried out based on laboratory analysis and jar tests. This paper discusses the experience gained from the plant operation during the last ten years, compiling comparative performance and cost data of the two processes, as well as their optimisation. 相似文献