【作者】 汪太明；

【导师】 马小凡； 王业耀；

【作者基本信息】 吉林大学 ， 环境科学， 2004， 硕士

【摘要】 本文首先通过对垃圾填埋场渗滤液产生过程的分析，明确了渗滤液的水质特征，得出早期渗滤液与晚期渗滤液在水质、可处理性等方面存在较大差异，渗滤液的处理在某种程度上应是渗滤液在填埋场中生物净化的继续与强化。渗滤液处理的难点不仅是早期渗滤液含有高浓度的有机污染物（COD），而更重要的是晚期渗滤液含有高浓度的氨氮及相应的低C／N的水质特点。 为了处理高浓度氨氮、低C／N渗滤液，国内外科研人员进行了大量的研究，提出了好氧反硝化、厌氧氨氧化和短程硝化反硝化，好氧反硝化菌可以利用硝化过程中充足的碳源进行反硝化；厌氧氨氧化是在缺氧条件下，以NO₂^-为电子受体，直接把氨氧化成氮气；短程硝化反硝化将除氮过程控制在亚硝化阶段，不但节省了反硝化过程中的碳源，而且减少了能量的消耗。但是以上这些方法存在的主要问题是，投资太高，技术可靠性不够成熟。 本试验的第一部，着重探讨了序批式好氧反应器与垃圾填埋体联合处理垃圾渗滤液的可行性。试验发现采用序批式好氧反应器处理污染物浓度较高的垃圾渗滤液时，当COD负荷为0.91kg／m³／d时，硝化反应还可以正常进行，当高于该负荷时，硝化细菌就会由于失去空间而受到抑制，从而使硝化反应失败。同时，采用序批式好氧反应器处理高浓度氨氮的废水时，存在严重的吹脱问题。 本试验的第二部分进行垃圾填埋体独立试验。利用第一和第二部分试验，本文建立了回灌条件下，厌氧垃圾填埋体中氨氮析出总体模型，该模型表达式为： 垃圾填埋体出水氨氮=进水氨氮未被降解部分+进水中有机氮经氨化作用产生的氨氮+填埋体降解产生的氨氮。具体关系见下式（式中各个参数代表的意义见第6章）：，、^、_，。。、，‘习蝙、。二、劝.^;、.，“蝙二，泊.，仍*又JvJ石少2=UvJ石少一JI}^二一一二，叭zy注从少1，g}，叭JvC少一宁JZ}二犷一下，l，‘，丫l丫J3、场JJ 又凡+。少又凡十。/ 本文着重讨论了垃圾厌氧填埋场达到稳定后温度对模型的影响。研究显示温度与填埋体中氨氮的析出呈二次函数关系，本试验的最佳方程为:Y=1.3512梦+2.29“x+639.39（其中，Y、X、R代表意义见式6一l），与实验数据进行拟和，一其相关性系数扩可以达到0.9185，从而验证了该二次函数关系的正确性。 本试验的第三部分采用连续式好氧反应器进行试验，将新老垃圾渗滤液配比，以提高老垃圾渗滤液的可生化性，从而解决了老垃圾渗滤液难处理的问题。在本部分试验中，老新垃圾渗滤液混合配比为2:3时，此时进水COD和氨氮浓度分别为:498736mg/L和493 .54 mg几，CoD和氨氮容积负荷分别为1 .54kg/ m3zd和o.4kg/ m3zd，出水eoo浓度为357.57m叭，去除率可达92.530，0，出水氨氮浓度为135.67，去除率可达72.51%。 连续好氧反应部分实验的系统是个开放的系统，当序批式反应器出水经回流系统进入垃圾厌氧填埋体时，填埋体中的污染物经过溶解、冲刷等作用会进入试验系统，所以在讨论系统总氮去除率时，试验采用如下式子:系统总氮去除率二系统总氮去除总量/反应器进水总氮:（好氧反应器进水总氮一出水总氮+垃圾柱进水硝酸盐氮+垃圾柱进水亚硝酸盐氮一垃圾柱出水硝酸盐氮一垃圾柱出水亚硝酸盐氮）/反应器进水总氮。渗滤液在序批式好氧反应器中的HRT越大，系统总氮去除率越高。但是这种增加有一定限度，本试验中当好氧反应器HRI，从48h增加到60h时，总氮的去除效率只增加了0.08%，因此本试验总氮去除率的最佳好氧反应器HRI，为48h。回流比越大，总氮去除率越高。但是回流比增加，好氧反应器进水中老垃圾渗滤液的比例也会增加，老垃圾渗滤液的增加势必会降低混合废水的可生化性，增加了后续处理的难度。综合考虑以上因素，本试验的最佳回流比为:2/3。 垃圾填埋体可以为反硝化提供有机物，解决反硝化过程中的碳源问题，同时实验结果显示反硝化功能非常强大，在最大体积负荷为1 .29/n13的条件下，99%的硝酸盐氮和亚硝酸盐氮实现了反硝化。更多还原

【Abstract】 The quality characteristics of the leachates from municipal landfills was determined through the analysis of the production process of leachates in landfills in this paper .It was concluded that there are large differences in quality and treatment is the continuation and intensified of the purification in landfills. The difficulty of leachate treatment is not only the organic pollutants of high concentration in the early leachate, but also the high ammonium concentration and low C/N ratio of the old leachates.In order to treat the landfill leachate, recent years, people found aerobic denitrification, Anaerobic Ammonium Oxidation (ANAMMOX) and nitrification/denitrification via nitrite. In the process of aerobic denitrification, there are enough carbon resources for denitrification. In the process of ANAMMOX, ammonium is converted to nitrogen gas under anoxic conditions with nitrite as the electron acceptor. Nitrification/denitrification via nitrite can save lots of carbon resources and energy. But, to our regret, these new ways65need high investment and further research on the appliance.In the first part of our test, the feasibility of united treatment of SBR and anaerobic landfill is discussed. We find that, nitrification in the SBR will be destroyed when the COD load is higher than 0.91 kg/m3/d. We also find that a lot of ammonium is tripped in the SBR.In the second part, the anaerobic landfill test is built only. Through above research, we put forward the mathematical model of the concentration of ammonium in the landfill leachate of stable landfills under recirculating. The function is seen in the next page. We found that the relationship between the temperature and the concentration of ammonium was quadritic after the municipal anaerobic landfills were stable. The best function is: Y= 1.3811 X2 + 2.2964 X + 639.39 and the correlation-R2 is 0.9185.In the third part of our test, the feasibility of united treatment of continuous aerobic reactor and anaerobic landfill is discussed. The influent of the reactor is mixtures of new and old landfill leachate. In this way, the degradability is improved. When the rate between new and old landfill leachate is 2:3, influent COD and ammonium are664987.36 mg/L and 493.54 mg/L, the volume loads of influent COD and ammonium are 1.54kg/ m3/d and 0.4kg/ m3/d, the effluent concentrations of COD and ammonium are 357.57mg/L and 135.67 mg/L. The removal rates of COD and ammonium are 92.83% and 72.51%, respectively.At the same time, we also find that when the volume load is 1.2g/m3, the 99% of the NOX-N is removed in the anaerobic landfill.更多还原