有关斜管沉淀池的上升流速讨论

文章从理论上了分析斜管沉淀池上升流速对沉淀池处理效果的影响,及原水特性与斜管沉淀池上升流速取值的关系。讨论分析斜管沉淀池设计时,应根据原水特性不同选择不同的斜管沉淀池上升流速。     

基于GIS的天津市滨海新区湿地演变分析

以1984年、1995年、2008年遥感影像和2004年滨海新区土地利用现状图为主要数据源,配合其它历史数据,在遥感与地理信息系统技术支持下,对天津市滨海新区1984-2008年期闻景观格局及其动态变化进行分析。结果表明在研究期内滨海新区湿地面积整体呈下降趋势,湿地面积占总面积比例由1984年的48．16％降低到2008年的31．86％,其中以2004—2008年湿地减少速度最快,5年内湿地面积减少14．70％,占土地总面积13．4％的湿地转出变为建设用地。这其中的变化有湿地向其他用地类型转出、其他用地类型向湿地的转入,也有湿地内部盐田、水域和未利用地之间的相互转换。湿地与其他土地利用类型相互转换中以湿地转出变为建设用地为主要变化方式。     

Comparison of quartz sand, anthracite, shale and biological ceramsite for adsorptive removal of phosphorus from aqueous solution

The choice of substrates with high phosphorus adsorption capacity is vital for sustainable phosphorus removal from waste water in constructed wetlands. In this study, four substrates were used： quartz sand, anthracite, shale and biological ceramsite. These substrate samples were characterized by X- ray diffractometry and scanning electron microscopy studies for their mineral components （chemical components） and surface characteristics. The dynamic experimental results revealed the following ranking order for total phosphorus （TP） removal efficiency： anthracite 〉 biological ceramsite 〉 shale 〉 quartz sand. The adsorptive removal capacities for TP using anthracite, biological ceramsite, shale and quartz sand were 85.87, 81.44, 59.65, and 55.98 mg/kg, respectively. Phosphorus desorption was also studied to analyze the substrates＇ adsorption efficiency in wastewater treatment as well as the substrates＇ ability to be reused for treatment. It was noted that the removal performance for the different forms of phosphorus was dependent on the nature of the substrate and the adsorption mechanism. A comparative analysis showed that the removal of particulate phosphorus was much easier using shale. Whereas anthracite had the highest soluble reactive phosphorus （SRP） adsorptive capacity, biological ceramsite had the highest dissolved organic phosphorus （DOP） removal capacity. Phosphorus removal by shale and biological ceramsite was mainly through chemical adsorption, precipitation or biological adsorption. On the other hand, phosphorus removal through physical adsorption （electrostatic attraction or ion exchange） was dominant in anthracite and quartz sand.     

Fouling distribution in forward osmosis membrane process

Fouling behavior along the length of membrane module was systematically investigated by performing simple modeling and lab-scale experiments of forward osmosis （FO） membrane process. The flux distribution model developed in this study showed a good agreement with experimental results, validating the robustness of the model. This model demonstrated, as expected, that the permeate flux decreased along the membrane channel due to decreasing osmotic pressure differential across the FO membrane. A series of fouling experiments were conducted under the draw and feed solutions at various recoveries simulated by the model. The simulated fouling experiments revealed that higher organic （alginate） fouling and thus more flux decline were observed at the last section of a membrane channel, as foulants in feed solution became more concentrated. Furthermore, the water flux in FO process declined more severely as the recovery increased due to more foulants transported to membrane surface with elevated solute concentrations at higher recovery, which created favorable solution environments for organic adsorption. The fouling reversibility also decreased at the last section of the membrane channel, suggesting that fouling distribution on FO membrane along the module should be carefully examined to improve overall cleaning efficiency. Lastly, it was found that such fouling distribution observed with co-current flow operation became less pronounced in counter- current flow operation of FO membrane process.     

Nitrogen mass balance in a constructed wetland treating piggery wastewater effluent

The nitrogen changes and the nitrogen mass balance in a free water surface flow constructed wetland （CW） using the four-year monitoring data from 2008 to 2012 were estimated. The CW was composed of six cells in series that include the first settling basin （Cell 1）, aeration pond （Cell 2）, deep marsh （Cell 3）, shallow marsh （Cell 4）, deep marsh （Cell 5） and final settling basin （Cell 6）. Analysis revealed that the NH4＋-N concentration decreased because of ammonification which was then followed by nitrification. The NO4＋-N and NO4＋-N were also further reduced by means of microbial activities and plant uptake during photosynthesis. The average nitrogen concentration at the influent was 37,819 kg/year and approximately 45% of that amount exited the CW in the effluent. The denitrification amounted to 34% of the net nitrogen input, whereas the accretion of sediment was only 7%. The biomass uptake of plants was able to retain only 1% of total nitrogen load. In order to improve the nutrient removal by plant uptake, plant coverage in four cells （i.e., Cells 1, 3, 4 and 5） could be increased.     

Aerobic granules cultivated and operated in continuous-flow bioreactor under particle-size selective pressure

A novel method based on the selective pressure of particle size （particle-size cultivation method, PSCM） was developed for the cultivation and operation of aerobic granular sludge in a continuous-flow reactor, and compared with the conventional method based on the selective pressure of settling velocity （settling-velocity cultivation method, SVCM）. Results indicated that aerobic granules could be cultivated in continuous operation mode by this developed method within 14 days. Although in the granulation process, under particle-size selective pressure, mixed liquor suspended solids （MLSS） in the reactor fluctuated greatly and filamentous bacteria dominated the sludge system during the initial operation days, no obvious difference in profile was found between the aerobic granules cultivated by PSCM and SVCM. Moreover, aerobic granules cultivated by PSCM presented larger diameter, lower water content and higher specific rates of nitrification, denitrifieation and phosphorus removal, but lower settling velocity. Under long term operation of more than 30 days, aerobic granules in the continuous-flow reactor could remain stable and obtain good chemical oxygen demand （COD）, NH4^＋-N, total nitrogen （TN） and total phosphorus （TP） removal. The results indicate that PSCM was dependent on the cultivation and maintenance of the stability of aerobic granules in continuous-flow bioreactors.     

多介质土壤滤层系统(MSL)与潜流式人工湿地技术处理海水养殖废水的效能比较

为探索经济可行的海水养殖废水处理技术,选取南美白对虾海水养殖废水,对比研究了多介质土壤滤层(multi-soillayer,MSL)系统和4种不同植物配置潜流式人工湿地(大米草型、芦苇型、香蒲型和无植物型)在400 L·(m2·d)-1水力负荷下的废水处理效果.结果表明,MSL对化学需氧量(COD)、总磷(TP)、总氮(TN)、氨氮(NH+4-N)和硝态氮(NO-3-N)的平均去除率分别为80.38%±2.14%、68.14%±3.51%、40.79%±3.10%、42.68%±2.90%和54.19%±5.15%,均高于其他4种不同植物配置的潜流式人工湿地的处理效果.4种人工湿地系统对各污染物的去除率从高到低依次为:大米草型>芦苇型>香蒲型>无植物型.     

垂直流人工湿地LDHs覆膜改性沸石基质强化除磷效果及其机制

采用碱性水热-共沉淀法,将6种金属化合物(CaCl2、ZnCl2、MgCl2、FeCl3、AlCl3、CoCl3)两两组合生成9种不同类型的层状双金属氢氧化物并覆膜于常用垂直流人工湿地沸石基质表面;利用分别填充原始沸石及9种LDHs覆膜改性沸石基质的模拟垂直流人工湿地小试系统进行除磷净化实验,并结合10种沸石基质的等温吸附实验结果,对LDHs覆膜改性沸石基质的强化除磷机制进行研究.结果表明,相对于原始沸石基质,9种不同组合方式生成的LDHs覆膜改性沸石基质除磷效果均有不同程度的提高;Zn2+参与合成的改性基质除磷效果优良,其中ZnFe-LDHs改性沸石基质对总磷、溶解性总磷及磷酸盐的平均去除率超过90%,其最大理论吸附量达到了原始沸石基质的3倍;LDHs覆膜改性沸石基质通过增加化学吸附容量、提高物理吸附能力达到强化除磷效果的目的.     

典型再生水人工湿地净化系统水质时空变异研究——以北京市奥林匹克森林公园人工湿地为例

选取奥林匹克森林公园人工湿地作为典型再生水补水人工湿地净化系统进行水质数据检测,应用模糊综合评价法综合评估各净化单元的水体污染状况,采用综合判别分析和Spearman相关分析阐释影响各净化单元时空变异的水环境要素,并通过因子分析识别不同时间段污染源的种类和组成.结果表明,奥林匹克森林公园人工湿地净化系统水质状况较好,符合人体非直接接触的景观用水国家标准.人工湿地各净化单元时空区间污染程度不同:季节尺度上,秋季污染更为严重;空间尺度上,主湖区、混合氧化塘区污染最为严重.CODMn、NO-3-N、ORP、TN 4项指标即可完全表征水质的季节差异(91.8%),应适当加大监测力度;Chl-a、CODMn、DO、pH 4项指标用于表征空间差异(55.1%),较低的判别正确率暗示了各功能区间类似的污染状况.不同时空区间污染源种类和组成存在差异性:水体的内源杂质是各季度影响水质的主要因子,春季有机污染最为严重,夏季则转为氮、磷等营养物质污染,秋季水体则更易受富营养化的威胁;再生水区水体污染的主要影响因子为氮、磷等营养盐类,其余功能区水体主要影响因子仍为内源杂质.增强水体流通力,缩短水力停留时间,能够有效减弱富营养盐类和有机污染物的影响.     

北京典型道路交通环境机动车黑碳排放与浓度特征研究

本研究对2009年北京市典型道路(北四环中路西段)进行实际交通流监测和调研,分析了总车流量、车型构成和平均速度的日变化规律.应用北京机动车排放因子模型(EMBEV模型)和颗粒物黑碳排放的研究数据,计算该路段的黑碳平均排放因子和排放强度.根据同期观测的气象数据,应用AERMOD模型对道路黑碳排放进行了扩散模拟,并根据城市背景站点和道路边站点的监测数据对模拟结果进行了验证.研究表明,该路段黑碳平均排放因子与重型柴油车在总车流中所占比例呈现出极强的相关性,由于北京市实行货车区域限行制度,日间时段总车流的平均黑碳排放因子为(9.3±1.2)mg·km-1·veh-1,而夜间时段上升至(29.5±11.1)mg·km-1·veh-1.全天时均黑碳排放强度为17.9~115.3g·km-1·h-1,其中早(7:00—9:00)晚(17:00—19:00)高峰时段的黑碳排放强度分别为(106.1±13.0)g·km-1·h-1和(102.6±6.2)g·km-1·h-1.基于同期监测数据验证,AERMOD模型的模拟效果较好.模拟时段的道路黑碳排放对道路边监测点的平均浓度贡献为(2.8±3.5)μg·m-3.由于局地气象条件差异,日间和夜间的机动车排放对道路边黑碳的模拟浓度存在显著差异.日间时段,小型客车排放对道路边站点的黑碳浓度贡献最高,达(1.07±1.57)μg·m-3;其次为公交车,达(0.58±0.85)μg·m-3.夜间时段货车比例明显上升,其黑碳排放占主导地位,贡献浓度(2.44±2.31)μg·m-3.